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HomeMy WebLinkAbout1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E - Plan1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Version: 1.1.126.0 1700 E. Louise Avenue Lathrop, CA 95330 Phone: 209-983-0910 Structural Design Calculations For MESSI 17260 Newhope St Fountain Valley, CA 92708 Project Samueli Academy -BP 1919/1901 N. Fairview Santa Ana, CA 92705 Project No. C23F6009A Design Engineer = Al-Sammari, Alaa (CBCCA) Stamping Engineer = Project Data Structural Design Calculations -Pages 1 to Professional Seal Name: Title: Affiliation:CBC Steel Buildings -California Date:6/2/2023 The Professional Engineer whose seal appears on these Structural Design Calculations is employed by the metal building manufacturer, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. Excellence from the ground up 1 198 Co#1 7/27/2023 10/30/2023 12 Todd Wilson Senior Design Engineer 24 11/01/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Version: 1.1.126.0 1700 E. Louise Avenue Lathrop, CA 95330 Phone: 209-983-0910 Friday, June 2, 2023 MESSI 17260 Newhope St Fountain Valley, CA 92708 Project Name:Samueli Academy -BP Buildings:A->19'-6"x211'-1 3/4"x13'-0"(RCS, 1.5625:12); B->19'-10 1/2"x113'-3 7/8"x14'-0"(RCS, 1.5625:12); C->19'-10 1/2"x113'-3 7/8"x14'-0"(RCS, 1.5625:12); D->19'-10 1/2"x113'-3 7/8"x14'-0"(RCS, 1.5625:12); E->19'-10 1/2"x109'-6 3/4"x14'-0"(RCS, 1.5625:12); Attn.:Sal Merdach Project Location:Santa Ana, CA 92705 Project Number:C23F6009A This Letter of Design Certification ensures that the materials furnished by the metal building supplier are designed in accordance with the information specified to the metal building supplier on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not the metal building supplier) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. The Professional Engineer whose seal appears on this Letter of Certification is employed by the metal building manufacturer, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. DESIGN LOAD CRITERIA: Structural Loads Applied in General Accordance with:California (CBC 2022) Risk Category:II -Standard Buildings PROJECT-WIDE LOADING INFORMATION: Ground Snow Load:0.00 psf Roof Live Load:20.00 psf Snow Exposure Factor,Ce: Reducible as per code 1.00 Snow Imp. Factor,Is:1.00 Rainfall Intensity:4 in/hr 95 mph Nominal Design Wind Velocity:74 mph ***C&C Wind:16psf / -16psf Is Roof to meet UL 90 Requirements?:No Wind Exposure:B Nominal Design Wind Velocity:Design Wind Velocity: Seismic Criteria:Ss:1.329 S1:0.473 Design Sds / Sd1:1.063 /0.576 Seis. Imp. Factor,Ie:1.00 Seis. Design Category:D Site Class:D *No ground snow included in seismic calculations. Analysis Procedure:Equivalent Lateral Force Procedure Long. SFRS:Cantilevered Column System Detailed as OMF Lat. SFRS:Cantilevered Column System Detailed as OMF BUILDING-SPECIFIC LOADING INFORAMTION: Bldg Roof Dead (psf)* Collateral Dead Pri (psf)Sec (psf) Snow Coeficient Ct Cs Snow Load (psf) Ps (psf)**Pm (psf) Wind Enclosure GCpi Seismic R Cs V (kips) A 4.50 0.00 0.00 1.20 1.00 0.00 0.00 Open ±0.00 1.25 0.851 32.60 B 4.50 0.00 0.00 1.20 1.00 0.00 0.00 Open ±0.00 1.25 0.851 17.89 C 4.50 0.00 0.00 1.20 1.00 0.00 0.00 Open ±0.00 1.25 0.851 17.89 D 4.50 0.00 0.00 1.20 1.00 0.00 0.00 Open ±0.00 1.25 0.851 17.89 E 4.50 0.00 0.00 1.20 1.00 0.00 0.00 Open ±0.00 1.25 0.851 17.29 *Primary Structural Not Included **Pm is based on the minimum roof snow load calculated per building code or the contract-specified roof snow load, whichever is greater. This value, Pm, is only applied in combination with Dead and Collateral Loads. Roof Snow in other loading conditions is determined per the specified Building Code. ***Design wind pressures to be used for wall exterior component and cladding materials not provided by Metal Building Supplier Mezzanine Information: Floor Dead Load:N/A Floor Collateral Load:N/A Floor Live Load:N/A Crane Information: No cranes on building. Roof-Top Unit Information: No roof-top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: AISC Specification for Structural Steel Buildings -Steel Construction Manual, 15th Edition, ©2017. AISI North-American Spec. for the Design of Cold-Formed Steel Structures, ©2016 Edition. IBC codes are designed in accordance with ASCE7-16 Edition. MBMA Metal Building Systems Manual, Latest Edition. AWS Latest Edition of Structural Welding Code. No buyout structural components provided on this project. METAL BUILDING MANUFACTURES ASSOCIATION R Professional Seal 2 1 351 24 11/01/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 1: …………………………………..…………………………. GENERAL SECTION 2: …………………………………………………..…………….. LOADS SECTION 3: ……………………….….…... MEZZANINES --- (IF APPLICABLE) SECTION 4: …..………..….…...…..…..…..…. CRANES --- (IF APPLICABLE) SECTION 5: ….…..…….….…..….…....…......….…..……… COMPONENTS SECTION 6: ….……….………….……….…….……. SECONDARY & BRACING SECTION 7: ……………….…………………………………………..…… FRAMES 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 1 GENERAL 4 Co#1 7/27/2023 10/30/2023: Change clear height for CP1 from 10' to 11' : Page 144 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 GENERAL INFORMATION The calculation information contained within this packet provides an efficient overview of the Metal Building System provided. The purpose of this information is to provide the Engineer of Record and Building Department Official with adequate documentation as required to readily verify code compliance and structural integrity of the building system. A simplified typical metal building system is depicted below for reference of terms and function. In general, environmental loading is applied to the roof/wall panels (sheathing), distributed to purlins/girts (secondary), and supported by rigid frames (primary) and bracing. Figure 1: General Components of a Metal Building System 5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 2 LOADS 6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 LOAD INFORMATION The specific project load requirements including the applicable building code, occupancy, environmental, and seismic design criteria are supplied to the metal building manufacturer through a contracted builder and shall be confirmed by the Engineer of Record. The load information contained in this section represents all applicable environmental and seismic loading being applied to the Metal Building System. The wind load report includes component & cladding loading as well as main wind force resisting system loading with edge zones displayed. For component & cladding wind force the coefficients of loading are based on individual component tributary areas. For main wind force resisting system loading a total of eight different wind cases are considered. This includes external wind force applied parallel or perpendicular to the building and windward or leeward wind directions combined with internal suction or pressure. The seismic load report includes a summary of contributing dead loads, the individual seismic force resisting systems utilized, and the determination of base shear for each resisting system. General loading nomenclature: RDL – Roof dead load COL – Collateral dead load FDL – Floor dead load FLL – Floor live load SL – Snow on left roof surface SR – Snow on right roof surface LRD – Windward over the ridge snow drift RRD – Leeward over the ridge snow drift UOS – User override minimum snow (Pmin) RLL – Roof live load on left roof surface RLR – Roof live load on right roof surface W1R – Windward wind force applied perpendicular to the building length with internal suction W1L – Leeward wind force applied perpendicular to the building length with internal suction W2R – Windward wind force applied perpendicular to the building length with internal pressure W2L – Leeward wind force applied perpendicular to the building length with internal pressure W5B – Windward wind force applied parallel to the building length with internal suction W5F – Leeward wind force applied parallel to the building length with internal suction W6B – Windward wind force applied parallel to the building length with internal pressure W6F – Leeward wind force applied parallel to the building length with internal pressure BWF – Longitudinal bracing wind force applied parallel to the building length to the left 7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 BWB – Longitudinal bracing wind force applied parallel to the building length to the right EQR – Seismic force applied perpendicular to the building length to the right EQL – Seismic force applied perpendicular to the building length to the left EQB – Longitudinal bracing seismic force applied parallel to the building length to the right EQF – Longitudinal bracing seismic force applied parallel to the building length to the left C1OL – Crane 1 vertical live load without impact when crane is positioned near left column C1OR – Crane 1 vertical live load without impact when crane is positioned near right column C1LL – Crane 1 lateral load applied perpendicular to the building length to the left C1LR – Crane 1 lateral load applied perpendicular to the building length to the right CUPL – Bracing uplift force due to crane longitudinal load parallel to the building length CDOW – Bracing downward force due to crane longitudinal load parallel to the building length CSUP – Bracing uplift force due to crane stop load parallel to the building length CSDO – Bracing downward force due to crane stop load parallel to the building length 8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Geometry Building Name:Building A Building Type:Single-Slope Roof:Std. R Panel Bldg. Width [B]:22.5000'NBG Brand: 22.5000' Bldg. Length [D]:211.1458' Left Eave Ht. [LEH]:12.5000' Right Eave Ht. [REH]:15.4438' Left Roof Slope:1.57:12 Bay Width [Bay]:34.0000' Purlin Trib. Width [P]:3.7600' EW Girt Trib Ht. [GE]:6.0000' SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width [CE]:22.5000'Left SW Top-of-Parapet:Right SW Top-of-Parapet: SW Col. Trib. Width [CS]:34.0000'Opening Area:EW Top-of-Parapet: Loading Information Building Code:California (CBC 2022) Wind Speed:95 mph Building Porosity:Open - Unknown Wind Flow Wind Exposure:B Interior Partitions Exist:No Ground Elevation:0 ft.No. of Frames:7 Eff. Solid Area:281.3 sf General Loading Calculations h:12.5000'Kd:0.85 Kzt:1.00 Ri:1.00 qh:11.29 psf Kz or Kh:0.57 Ke:1.00 G:0.85 GCpi:0.00 Components and Cladding, Walls a = ---- Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf)(psf)(psf) Sidewall Wind Column 425 16.00 -16.00 -16.00 Endwall Wind Column 281 16.00 -16.00 -16.00 Sidewall Girt 0 ------------ Endwall Girt 0 ------------ Wall Panel 12 16.00 -16.00 -16.00 Parapets ---ft2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft)(psf)(psf)(psf)(psf)(psf) Left Parapet --------------------- Right Parapet --------------------- EW Parapet --------------------- Tributary Area used for Parapet C&C = CBCCA Note: The value of GCp in results above has been reduced by 10% per Note 5 of Figure 30.3-1, since the slope angle is ≤ 10°. C23F6009A Samueli Academy - BP-CP1 AA 5/24/2023 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS MWFRS C & C 4 h a a a a 5 5 5 5 4 0 9 Roof:Not By CBC 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Pressure Area All 1 2 2'3 3'--- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 -----16.93 -22.57 -22.57 -16.93 -16.93 ---- Panel 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Fastener 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Components and Cladding, Below-Eave Canopy Tributary Pressure Area Total Item (ft2)(psf)hc ≤ 7 ft Otherwise hc ≥ 12.6 ft 385 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = ---- Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 Load, (psf)8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 C2:1.02 0.26 -0.94 -0.09 -0.43 -1.02 -0.94 -0.51 Load, (psf)11.51 2.88 -10.55 -0.96 -4.80 -11.51 -10.55 -5.76 C3:0.26 1.02 -0.09 -0.94 -1.02 -0.43 -0.51 -0.94 Wind W1R W1L Load, (psf)2.88 11.51 -0.96 -10.55 -11.51 -4.80 -5.76 -10.55 W3R W3L C4:-0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 Load, (psf)-8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 C5:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C6:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 Wind W2R W2L W1R &W1L &W2R &W2L & W4R W4L Item W3R W3L W4R W4L C1E:---------------- Load, (psf)---------------- C2E:---------------- Load, (psf)---------------- C3E:---------------- Load, (psf)---------------- C4E:---------------- Load, (psf)---------------- he : Average Eave Height hc : Average Canopy Elevation Edge Zone Pressure Coefficients Suction in Zones 7.45 deg 7.45 deg Values Below are for the Overhang Portion of the Roof Uplift Total (psf) For Various Canopy Elevations Purlin / Joist Panel Fastener InternalSuction Wind Direction InternalPressure Wind Direction 10 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Area P1 P2 P3 1 2 3 --- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 16.00 16.00 16.00 -16.28 -16.28 -16.28 ---- Panel 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Fastener 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Suction in Zones 7.45 deg Values Below are for the Overhang Portion of the Roof Pressure in Zones 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 3.00 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C2:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 C3:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Wind W5B W5F Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 W7B W7F C4:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C1E:-------------------------------- Load, (psf)-------------------------------- C2E:-------------------------------- Load, (psf)-------------------------------- C3E:-------------------------------- Load, (psf)-------------------------------- Wind W6B W6F C4E:-------------------------------- W8B W8F Load, (psf)-------------------------------- W5B &W5F &W6B &W6F & Item W7B W7F W8B W8F C5:1.21 -0.87 1.21 -0.87 Load, (psf)13.62 -9.87 13.62 -9.87 C6:-0.87 1.21 -0.87 1.21 Load, (psf)-9.87 13.62 -9.87 13.62 C5E:1.84 -1.30 1.84 -1.30 Load, (psf)20.77 -14.64 20.77 -14.64 C6E:-1.30 1.84 -1.30 1.84 Load, (psf)-14.64 20.77 -14.64 20.77 Longitudinal Force Resisted by Bracing:8.38 kips Total Longitudinal Net Pressure Applied to Building:26.67 psf Total Longitudinal Force Applied to Building:8.38 kips End-Wall Pressure Coefficients 7.45 deg InternalSuction Wind D i r e c t i o n InternalPressure Wind D i r e c t i o n 11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input:Building A Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 22.50 feet Building Length 211.15 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW)-1.57 : 12 Low Eave Height (Front SW)12.60 feet High Eave Height (Back SW)15.54 feet Mean Roof Height 14.07 feet FALSE Roof Level Diaphragm Flexible **Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 1.329 **Note: 1-second period response acceleration, S1 S1 = 0.473 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)3.00 psf Roof Dead Load (RDL)4.50 psf Roof Collateral Load (CDL)0.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)0.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 22.50 feet Wall Length 22.50 feet Top Elevation 14.07 feet ****Top Elevation 14.07 feet **** Wall Weight 0.00 psf Wall Weight 0.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 12.60 feet Top Elevation 15.54 feet Wall Weight 0.00 psf Wall Weight 0.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.07 feet **** Wall Weight 0.00 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. C23F6009A AA 5/24/2023 Samueli Academy - BP-CP1 The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 2 5/24/2023 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 5/24/2023 Samueli Academy - BP-CP1 C23F6009A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. AA Storage Loading Partition loading Storage Loading Partition loading Page 2 of 2 5/24/2023 13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Lateral Calcs. (1)IBC 2021 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Frame Description / Location: Project No.: Building Data Input Echo:Building A Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Gable/Single Slope Single Slope Width 22.50 feet Length 211.15 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 12.60 feet High Eave Height 15.54 feet Mean Roof Height 14.07 feet Bay Width 34.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):34.00 feet Wall Length Exterior Wall #4 (Back SW):34.00 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 1.329 1-second period response acceleration, S1 S1 = 0.473 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 ***Note: Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 *** System Overstrength Factor, WO:1.25 *** Deflection Modification Factor, Cd:1.25 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.145 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.25 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Alt. Roof Weight:Alt. Panel Load: Multistory Distribution 8.07 psf 0.233 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight:Panel Load: Roof Loads 6172 lbs 14.07 feet 6172 5.25 kips 73.86 ft-kips 8.07 psf 0.233 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 0 lbs 6.30 feet ------ 0 lbs 7.77 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 6172 lbs --6172 5.25 kips 73.86 ft-kips Frame Base Shear:5.250 kips 0.000 kips 11.27 feet 0.000 kips 14.21 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP1 AA 5/24/2023 Page 1 of 1 5/24/2023 14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Longitudinal Calcs.IBC 2021 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input Echo:Building A Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Date : High SW Force Resisting System Fixed Base Gable/Single Slope Single Slope Width 22.50 feet Length 211.15 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 12.60 feet High Eave Height 15.54 feet Mean Roof Height 14.07 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):211.15 feet Wall Length Exterior Wall #4 (Back SW):211.15 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):22.50 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 1.329 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.473 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 **Note: Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 ** System Overstrength Factor, WO:1.25 ** Deflection Modification Factor, Cd:1.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.145 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)32.60 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 38329 lbs 14.07 feet 38329 32.60 kips 458.68 ft-kips Bracing Uniform Loads 0 lbs 7.06 feet ------Roof Snow:-- Seismic Dead W:8.07 psf 0 lbs 7.06 feet ------Total Seismic W:8.07 psf Seismic Factor:0.851 0 lbs 7.06 feet ------Bracing Concentrated Loads Load Elevation 0 lbs 6.30 feet ------ 0 lbs 7.77 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 38329 lbs --38329 32.60 kips 458.68 ft-kips Bracing Base Shear:32.601 kips C23F6009A Samueli Academy - BP-CP1 AA 5/24/2023 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference.Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads ---- ---- Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 1 of 1 5/24/2023 15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Geometry Building Name:Building B Building Type:Single-Slope Roof:Std. R Panel Bldg. Width [B]:23.0000'NBG Brand: 23.0000' Bldg. Length [D]:113.3229' Left Eave Ht. [LEH]:14.0000' Right Eave Ht. [REH]:17.0092' Left Roof Slope:1.57:12 Bay Width [Bay]:34.0000' Purlin Trib. Width [P]:3.7600' EW Girt Trib Ht. [GE]: SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width [CE]:23.0000'Left SW Top-of-Parapet:Right SW Top-of-Parapet: SW Col. Trib. Width [CS]:34.0000'Opening Area:EW Top-of-Parapet: Loading Information Building Code:California (CBC 2022) Wind Speed:95 mph Building Porosity:Open - Unknown Wind Flow Wind Exposure:B Interior Partitions Exist:No Ground Elevation:0 ft.No. of Frames:4 Eff. Solid Area:322.0 sf General Loading Calculations h:14.0000'Kd:0.85 Kzt:1.00 Ri:1.00 qh:11.29 psf Kz or Kh:0.57 Ke:1.00 G:0.85 GCpi:0.00 Components and Cladding, Walls a = ---- Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf)(psf)(psf) Sidewall Wind Column 476 16.00 -16.00 -16.00 Endwall Wind Column 322 16.00 -16.00 -16.00 Sidewall Girt 0 ------------ Endwall Girt 0 ------------ Wall Panel 0 ------------ Parapets ---ft2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft)(psf)(psf)(psf)(psf)(psf) Left Parapet --------------------- Right Parapet --------------------- EW Parapet --------------------- C23F6009A Samueli Academy - BP-CP2 AA 5/25/2023 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS MWFRS C & C 10% per Note 5 of Figure 30.3-1, since the slope angle is ≤ 10°. CBCCA Note: The value of GCp in results above has been reduced by Tributary Area used for Parapet C&C = 4 h a a a a 5 5 5 5 4 0 16 Roof:Not By CBC 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Pressure Area All 1 2 2'3 3'--- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 -----16.93 -22.57 -22.57 -16.93 -16.93 ---- Panel 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Fastener 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Components and Cladding, Below-Eave Canopy Tributary Pressure Area Total Item (ft2)(psf)hc ≤ 7.8 ft Otherwise hc ≥ 14 ft 385 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = ---- Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 Load, (psf)8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 C2:1.02 0.26 -0.94 -0.09 -0.43 -1.02 -0.94 -0.51 Load, (psf)11.51 2.88 -10.55 -0.96 -4.80 -11.51 -10.55 -5.76 C3:0.26 1.02 -0.09 -0.94 -1.02 -0.43 -0.51 -0.94 Wind W1R W1L Load, (psf)2.88 11.51 -0.96 -10.55 -11.51 -4.80 -5.76 -10.55 W3R W3L C4:-0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 Load, (psf)-8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 C5:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C6:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 Wind W2R W2L W1R &W1L &W2R &W2L & W4R W4L Item W3R W3L W4R W4L C1E:---------------- Load, (psf)---------------- C2E:---------------- Load, (psf)---------------- C3E:---------------- Load, (psf)---------------- C4E:---------------- Load, (psf)---------------- 7.45 deg 7.45 deg Values Below are for the Overhang Portion of the Roof Uplift Total (psf) For Various Canopy Elevations Purlin / Joist Panel Fastener Edge Zone Pressure Coefficients Suction in Zones he : Average Eave Height hc : Average Canopy Elevation InternalSuction Wind Direction InternalPressure Wind Direction 17 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Area P1 P2 P3 1 2 3 --- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 16.00 16.00 16.00 -16.28 -16.28 -16.28 ---- Panel 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Fastener 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Suction in Zones 7.45 deg Values Below are for the Overhang Portion of the Roof Pressure in Zones 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 3.00 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C2:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 C3:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Wind W5B W5F Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 W7B W7F C4:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C1E:-------------------------------- Load, (psf)-------------------------------- C2E:-------------------------------- Load, (psf)-------------------------------- C3E:-------------------------------- Load, (psf)-------------------------------- Wind W6B W6F C4E:-------------------------------- W8B W8F Load, (psf)-------------------------------- W5B &W5F &W6B &W6F & Item W7B W7F W8B W8F C5:1.08 -0.78 1.08 -0.78 Load, (psf)12.14 -8.80 12.14 -8.80 C6:-0.78 1.08 -0.78 1.08 Load, (psf)-8.80 12.14 -8.80 12.14 C5E:1.64 -1.16 1.64 -1.16 Load, (psf)18.52 -13.05 18.52 -13.05 C6E:-1.16 1.64 -1.16 1.64 Load, (psf)-13.05 18.52 -13.05 18.52 Longitudinal Force Resisted by Bracing:8.46 kips Total Longitudinal Net Pressure Applied to Building:23.72 psf Total Longitudinal Force Applied to Building:8.46 kips End-Wall Pressure Coefficients 7.45 deg InternalSuction Wind D i r e c t i o n InternalPressure Wind D i r e c t i o n 18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input:Building B Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 23.00 feet Building Length 113.32 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW)-1.57 : 12 Low Eave Height (Front SW)14.00 feet High Eave Height (Back SW)17.00 feet Mean Roof Height 15.50 feet FALSE Roof Level Diaphragm Flexible **Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 1.329 **Note: 1-second period response acceleration, S1 S1 = 0.473 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)3.00 psf Roof Dead Load (RDL)4.50 psf Roof Collateral Load (CDL)0.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)0.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 23.00 feet Wall Length 23.00 feet Top Elevation 15.50 feet ****Top Elevation 15.50 feet **** Wall Weight 0.00 psf Wall Weight 0.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.00 feet Top Elevation 17.00 feet Wall Weight 0.00 psf Wall Weight 0.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 15.50 feet **** Wall Weight 0.00 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. C23F6009A AA 5/24/2023 Samueli Academy - BP-CP2 The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 2 5/24/2023 19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 5/24/2023 Samueli Academy - BP-CP2 C23F6009A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. AA Storage Loading Partition loading Storage Loading Partition loading Page 2 of 2 5/24/2023 20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Lateral Calcs. (1)IBC 2021 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Frame Description / Location: Project No.: Building Data Input Echo:Building B Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Gable/Single Slope Single Slope Width 23.00 feet Length 113.32 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Bay Width 34.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):34.00 feet Wall Length Exterior Wall #4 (Back SW):34.00 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 1.329 1-second period response acceleration, S1 S1 = 0.473 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 ***Note: Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 *** System Overstrength Factor, WO:1.25 *** Deflection Modification Factor, Cd:1.25 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.37 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Alt. Roof Weight:Alt. Panel Load: Multistory Distribution 8.07 psf 0.233 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight:Panel Load: Roof Loads 6309 lbs 15.50 feet 6309 5.37 kips 83.18 ft-kips 8.07 psf 0.233 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 6309 lbs --6309 5.37 kips 83.18 ft-kips Frame Base Shear:5.366 kips 0.000 kips 12.67 feet 0.000 kips 15.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP2 AA 5/24/2023 Page 1 of 1 5/24/2023 21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Longitudinal Calcs.IBC 2021 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input Echo:Building B Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Date : High SW Force Resisting System Fixed Base Gable/Single Slope Single Slope Width 23.00 feet Length 113.32 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):113.32 feet Wall Length Exterior Wall #4 (Back SW):113.32 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):23.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 1.329 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.473 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 **Note: Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 ** System Overstrength Factor, WO:1.25 ** Deflection Modification Factor, Cd:1.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)17.89 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 21028 lbs 15.50 feet 21028 17.89 kips 277.23 ft-kips Bracing Uniform Loads 0 lbs 7.77 feet ------Roof Snow:-- Seismic Dead W:8.07 psf 0 lbs 7.77 feet ------Total Seismic W:8.07 psf Seismic Factor:0.851 0 lbs 7.77 feet ------Bracing Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 21028 lbs --21028 17.89 kips 277.23 ft-kips Bracing Base Shear:17.886 kips C23F6009A Samueli Academy - BP-CP2 AA 5/24/2023 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference.Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads ---- ---- Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 1 of 1 5/24/2023 22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Geometry Building Name:Building C Building Type:Single-Slope Roof:Std. R Panel Bldg. Width [B]:23.0000'NBG Brand: 23.0000' Bldg. Length [D]:113.3229' Left Eave Ht. [LEH]:14.0000' Right Eave Ht. [REH]:17.0092' Left Roof Slope:1.57:12 Bay Width [Bay]:34.0000' Purlin Trib. Width [P]:3.7600' EW Girt Trib Ht. [GE]: SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width [CE]:23.0000'Left SW Top-of-Parapet:Right SW Top-of-Parapet: SW Col. Trib. Width [CS]:34.0000'Opening Area:EW Top-of-Parapet: Loading Information Building Code:California (CBC 2022) Wind Speed:95 mph Building Porosity:Open - Unknown Wind Flow Wind Exposure:B Interior Partitions Exist:No Ground Elevation:0 ft.No. of Frames:4 Eff. Solid Area:322.0 sf General Loading Calculations h:14.0000'Kd:0.85 Kzt:1.00 Ri:1.00 qh:11.29 psf Kz or Kh:0.57 Ke:1.00 G:0.85 GCpi:0.00 Components and Cladding, Walls a = ---- Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf)(psf)(psf) Sidewall Wind Column 476 16.00 -16.00 -16.00 Endwall Wind Column 322 16.00 -16.00 -16.00 Sidewall Girt 0 ------------ Endwall Girt 0 ------------ Wall Panel 0 ------------ Parapets ---ft2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft)(psf)(psf)(psf)(psf)(psf) Left Parapet --------------------- Right Parapet --------------------- EW Parapet --------------------- Tributary Area used for Parapet C&C = CBCCA Note: The value of GCp in results above has been reduced by 10% per Note 5 of Figure 30.3-1, since the slope angle is ≤ 10°. C23F6009A Samueli Academy - BP-CP3 AA 5/25/2023 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS MWFRS C & C 4 h a a a a 5 5 5 5 4 0 23 Roof:Not By CBC 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Pressure Area All 1 2 2'3 3'--- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 -----16.93 -22.57 -22.57 -16.93 -16.93 ---- Panel 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Fastener 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Components and Cladding, Below-Eave Canopy Tributary Pressure Area Total Item (ft2)(psf)hc ≤ 7.8 ft Otherwise hc ≥ 14 ft 385 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = ---- Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 Load, (psf)8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 C2:1.02 0.26 -0.94 -0.09 -0.43 -1.02 -0.94 -0.51 Load, (psf)11.51 2.88 -10.55 -0.96 -4.80 -11.51 -10.55 -5.76 C3:0.26 1.02 -0.09 -0.94 -1.02 -0.43 -0.51 -0.94 Wind W1R W1L Load, (psf)2.88 11.51 -0.96 -10.55 -11.51 -4.80 -5.76 -10.55 W3R W3L C4:-0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 Load, (psf)-8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 C5:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C6:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 Wind W2R W2L W1R &W1L &W2R &W2L & W4R W4L Item W3R W3L W4R W4L C1E:---------------- Load, (psf)---------------- C2E:---------------- Load, (psf)---------------- C3E:---------------- Load, (psf)---------------- C4E:---------------- Load, (psf)---------------- he : Average Eave Height hc : Average Canopy Elevation Edge Zone Pressure Coefficients Suction in Zones 7.45 deg 7.45 deg Values Below are for the Overhang Portion of the Roof Uplift Total (psf) For Various Canopy Elevations Purlin / Joist Panel Fastener InternalSuction Wind Direction InternalPressure Wind Direction 24 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Area P1 P2 P3 1 2 3 --- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 16.00 16.00 16.00 -16.28 -16.28 -16.28 ---- Panel 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Fastener 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Pressure in Zones 7.45 deg Values Below are for the Overhang Portion of the Roof Suction in Zones 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 3.00 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C2:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 C3:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Wind W5B W5F Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 W7B W7F C4:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C1E:-------------------------------- Load, (psf)-------------------------------- C2E:-------------------------------- Load, (psf)-------------------------------- C3E:-------------------------------- Load, (psf)-------------------------------- Wind W6B W6F C4E:-------------------------------- W8B W8F Load, (psf)-------------------------------- W5B &W5F &W6B &W6F & Item W7B W7F W8B W8F C5:1.08 -0.78 1.08 -0.78 Load, (psf)12.14 -8.80 12.14 -8.80 C6:-0.78 1.08 -0.78 1.08 Load, (psf)-8.80 12.14 -8.80 12.14 C5E:1.64 -1.16 1.64 -1.16 Load, (psf)18.52 -13.05 18.52 -13.05 C6E:-1.16 1.64 -1.16 1.64 Load, (psf)-13.05 18.52 -13.05 18.52 Longitudinal Force Resisted by Bracing:8.46 kips Total Longitudinal Net Pressure Applied to Building:23.72 psf Total Longitudinal Force Applied to Building:8.46 kips End-Wall Pressure Coefficients 7.45 deg InternalSuction Wind D i r e c t i o n InternalPressure Wind D i r e c t i o n 25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input:Building C Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 23.00 feet Building Length 113.32 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW)-1.57 : 12 Low Eave Height (Front SW)14.00 feet High Eave Height (Back SW)17.00 feet Mean Roof Height 15.50 feet FALSE Roof Level Diaphragm Flexible **Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 1.329 **Note: 1-second period response acceleration, S1 S1 = 0.473 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)3.00 psf Roof Dead Load (RDL)4.50 psf Roof Collateral Load (CDL)0.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)0.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 23.00 feet Wall Length 23.00 feet Top Elevation 15.50 feet ****Top Elevation 15.50 feet **** Wall Weight 0.00 psf Wall Weight 0.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.00 feet Top Elevation 17.00 feet Wall Weight 0.00 psf Wall Weight 0.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 15.50 feet **** Wall Weight 0.00 psf C23F6009A AA 5/25/2023 Samueli Academy - BP-CP3 The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. Page 1 of 2 5/25/2023 26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 5/25/2023 Samueli Academy - BP-CP3 C23F6009A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. AA Storage Loading Partition loading Storage Loading Partition loading Page 2 of 2 5/25/2023 27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Lateral Calcs. (1)IBC 2021 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Frame Description / Location: Project No.: Building Data Input Echo:Building C Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Gable/Single Slope Single Slope Width 23.00 feet Length 113.32 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Bay Width 34.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):34.00 feet Wall Length Exterior Wall #4 (Back SW):34.00 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 1.329 1-second period response acceleration, S1 S1 = 0.473 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 ***Note: Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 *** System Overstrength Factor, WO:1.25 *** Deflection Modification Factor, Cd:1.25 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.37 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Alt. Roof Weight:Alt. Panel Load: Multistory Distribution 8.07 psf 0.233 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight:Panel Load: Roof Loads 6309 lbs 15.50 feet 6309 5.37 kips 83.18 ft-kips 8.07 psf 0.233 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 6309 lbs --6309 5.37 kips 83.18 ft-kips Frame Base Shear:5.366 kips Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP3 AA 5/25/2023 0.000 kips 12.67 feet 0.000 kips 15.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Page 1 of 1 5/25/2023 28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Longitudinal Calcs.IBC 2021 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input Echo:Building C Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Date : High SW Force Resisting System Fixed Base Gable/Single Slope Single Slope Width 23.00 feet Length 113.32 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):113.32 feet Wall Length Exterior Wall #4 (Back SW):113.32 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):23.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 1.329 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.473 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 **Note: Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 ** System Overstrength Factor, WO:1.25 ** Deflection Modification Factor, Cd:1.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)17.89 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 21028 lbs 15.50 feet 21028 17.89 kips 277.23 ft-kips Bracing Uniform Loads 0 lbs 7.77 feet ------Roof Snow:-- Seismic Dead W:8.07 psf 0 lbs 7.77 feet ------Total Seismic W:8.07 psf Seismic Factor:0.851 0 lbs 7.77 feet ------Bracing Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 21028 lbs --21028 17.89 kips 277.23 ft-kips Bracing Base Shear:17.886 kips Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads ---- ---- Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP3 AA 5/25/2023 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference.Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Page 1 of 1 5/25/2023 29 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Geometry Building Name:Building D Building Type:Single-Slope Roof:Not By CBC Bldg. Width [B]:23.0000'NBG Brand: 23.0000' Bldg. Length [D]:113.3229' Left Eave Ht. [LEH]:14.0000' Right Eave Ht. [REH]:17.0092' Left Roof Slope:1.57:12 Bay Width [Bay]:34.0000' Purlin Trib. Width [P]:3.7600' EW Girt Trib Ht. [GE]: SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width [CE]:23.0000'Left SW Top-of-Parapet:Right SW Top-of-Parapet: SW Col. Trib. Width [CS]:34.0000'Opening Area:EW Top-of-Parapet: Loading Information Building Code:California (CBC 2022) Wind Speed:95 mph Building Porosity:Open - Unknown Wind Flow Wind Exposure:B Interior Partitions Exist:No Ground Elevation:0 ft.No. of Frames:4 Eff. Solid Area:322.0 sf General Loading Calculations h:14.0000'Kd:0.85 Kzt:1.00 Ri:1.00 qh:11.29 psf Kz or Kh:0.57 Ke:1.00 G:0.85 GCpi:0.00 Components and Cladding, Walls a = ---- Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf)(psf)(psf) Sidewall Wind Column 476 16.00 -16.00 -16.00 Endwall Wind Column 322 16.00 -16.00 -16.00 Sidewall Girt 0 ------------ Endwall Girt 0 ------------ Wall Panel 0 ------------ Parapets ---ft2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft)(psf)(psf)(psf)(psf)(psf) Left Parapet --------------------- Right Parapet --------------------- EW Parapet --------------------- C23F6009A Samueli Academy - BP-CP4 AA 5/26/2023 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS MWFRS C & C 10% per Note 5 of Figure 30.3-1, since the slope angle is ≤ 10°. CBCCA Note: The value of GCp in results above has been reduced by Tributary Area used for Parapet C&C = 4 h a a a a 5 5 5 5 4 0 30 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Pressure Area All 1 2 2'3 3'--- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 -----16.93 -22.57 -22.57 -16.93 -16.93 ---- Panel 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Fastener 4 -----28.22 -39.50 -39.50 -46.27 -46.27 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Components and Cladding, Below-Eave Canopy Tributary Pressure Area Total Item (ft2)(psf)hc ≤ 7.8 ft Otherwise hc ≥ 14 ft 385 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = ---- Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 Load, (psf)8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 C2:1.02 0.26 -0.94 -0.09 -0.43 -1.02 -0.94 -0.51 Load, (psf)11.51 2.88 -10.55 -0.96 -4.80 -11.51 -10.55 -5.76 C3:0.26 1.02 -0.09 -0.94 -1.02 -0.43 -0.51 -0.94 Wind W1R W1L Load, (psf)2.88 11.51 -0.96 -10.55 -11.51 -4.80 -5.76 -10.55 W3R W3L C4:-0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 Load, (psf)-8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 C5:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C6:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 Wind W2R W2L W1R &W1L &W2R &W2L & W4R W4L Item W3R W3L W4R W4L C1E:---------------- Load, (psf)---------------- C2E:---------------- Load, (psf)---------------- C3E:---------------- Load, (psf)---------------- C4E:---------------- Load, (psf)---------------- 7.45 deg 7.45 deg Values Below are for the Overhang Portion of the Roof Uplift Total (psf) For Various Canopy Elevations Purlin / Joist Panel Fastener Edge Zone Pressure Coefficients Suction in Zones he : Average Eave Height hc : Average Canopy Elevation InternalSuction Wind Direction InternalPressure Wind Direction 31Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Area P1 P2 P3 1 2 3 --- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 385 16.00 16.00 16.00 -16.28 -16.28 -16.28 ---- Panel 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Fastener 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Purlin/Joist 385 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Suction in Zones 7.45 deg Values Below are for the Overhang Portion of the Roof Pressure in Zones 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 3.00 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C2:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 C3:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Wind W5B W5F Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 W7B W7F C4:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C1E:-------------------------------- Load, (psf)-------------------------------- C2E:-------------------------------- Load, (psf)-------------------------------- C3E:-------------------------------- Load, (psf)-------------------------------- Wind W6B W6F C4E:-------------------------------- W8B W8F Load, (psf)-------------------------------- W5B &W5F &W6B &W6F & Item W7B W7F W8B W8F C5:1.08 -0.78 1.08 -0.78 Load, (psf)12.14 -8.80 12.14 -8.80 C6:-0.78 1.08 -0.78 1.08 Load, (psf)-8.80 12.14 -8.80 12.14 C5E:1.64 -1.16 1.64 -1.16 Load, (psf)18.52 -13.05 18.52 -13.05 C6E:-1.16 1.64 -1.16 1.64 Load, (psf)-13.05 18.52 -13.05 18.52 Longitudinal Force Resisted by Bracing:8.46 kips Total Longitudinal Net Pressure Applied to Building:23.72 psf Total Longitudinal Force Applied to Building:8.46 kips End-Wall Pressure Coefficients 7.45 deg InternalSuction Wind D i r e c t i o n InternalPressure Wind D i r e c t i o n 32 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input:Building D Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 23.00 feet Building Length 113.32 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW)-1.57 : 12 Low Eave Height (Front SW)14.00 feet High Eave Height (Back SW)17.00 feet Mean Roof Height 15.50 feet FALSE Roof Level Diaphragm Flexible **Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 1.329 **Note: 1-second period response acceleration, S1 S1 = 0.473 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)3.00 psf Roof Dead Load (RDL)4.50 psf Roof Collateral Load (CDL)0.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)0.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 23.00 feet Wall Length 23.00 feet Top Elevation 15.50 feet ****Top Elevation 15.50 feet **** Wall Weight 0.00 psf Wall Weight 0.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.00 feet Top Elevation 17.00 feet Wall Weight 0.00 psf Wall Weight 0.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 15.50 feet **** Wall Weight 0.00 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. C23F6009A AA 5/26/2023 Samueli Academy - BP-CP4 The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 2 5/26/2023 33 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 5/26/2023 Samueli Academy - BP-CP4 C23F6009A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. AA Storage Loading Partition loading Storage Loading Partition loading Page 2 of 2 5/26/2023 34 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Lateral Calcs. (1)IBC 2021 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Frame Description / Location: Project No.: Building Data Input Echo:Building D Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Gable/Single Slope Single Slope Width 23.00 feet Length 113.32 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Bay Width 34.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):34.00 feet Wall Length Exterior Wall #4 (Back SW):34.00 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 1.329 1-second period response acceleration, S1 S1 = 0.473 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 ***Note: Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 *** System Overstrength Factor, WO:1.25 *** Deflection Modification Factor, Cd:1.25 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.37 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Alt. Roof Weight:Alt. Panel Load: Multistory Distribution 8.07 psf 0.233 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight:Panel Load: Roof Loads 6309 lbs 15.50 feet 6309 5.37 kips 83.18 ft-kips 8.07 psf 0.233 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 6309 lbs --6309 5.37 kips 83.18 ft-kips Frame Base Shear:5.366 kips 0.000 kips 12.67 feet 0.000 kips 15.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP4 AA 5/26/2023 Page 1 of 1 5/26/2023 35 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Longitudinal Calcs.IBC 2021 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input Echo:Building D Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Date : High SW Force Resisting System Fixed Base Gable/Single Slope Single Slope Width 23.00 feet Length 113.32 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):113.32 feet Wall Length Exterior Wall #4 (Back SW):113.32 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):23.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 1.329 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.473 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 **Note: Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 ** System Overstrength Factor, WO:1.25 ** Deflection Modification Factor, Cd:1.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)17.89 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 21028 lbs 15.50 feet 21028 17.89 kips 277.23 ft-kips Bracing Uniform Loads 0 lbs 7.77 feet ------Roof Snow:-- Seismic Dead W:8.07 psf 0 lbs 7.77 feet ------Total Seismic W:8.07 psf Seismic Factor:0.851 0 lbs 7.77 feet ------Bracing Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 21028 lbs --21028 17.89 kips 277.23 ft-kips Bracing Base Shear:17.886 kips C23F6009A Samueli Academy - BP-CP4 AA 5/26/2023 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference.Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads ---- ---- Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 1 of 1 5/26/2023 36 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Geometry Building Name:Building E Building Type:Single-Slope Roof:Not By CBC Bldg. Width [B]:23.0000'NBG Brand: 23.0000' Bldg. Length [D]:71.9375' Left Eave Ht. [LEH]:14.0000' Right Eave Ht. [REH]:17.0092' Left Roof Slope:1.57:12 Bay Width [Bay]:25.5000' Purlin Trib. Width [P]:3.7600' EW Girt Trib Ht. [GE]: SW Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: EW Col. Trib. Width [CE]:23.0000'Left SW Top-of-Parapet:Right SW Top-of-Parapet: SW Col. Trib. Width [CS]:25.5000'Opening Area:EW Top-of-Parapet: Loading Information Building Code:California (CBC 2022) Wind Speed:95 mph Building Porosity:Open - Unknown Wind Flow Wind Exposure:B Interior Partitions Exist:No Ground Elevation:0 ft.No. of Frames:3 Eff. Solid Area:303.0 sf General Loading Calculations h:14.0000'Kd:0.85 Kzt:1.00 Ri:1.00 qh:11.29 psf Kz or Kh:0.57 Ke:1.00 G:0.85 GCpi:0.00 Components and Cladding, Walls a = ---- Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf)(psf)(psf) Sidewall Wind Column 357 16.00 -16.00 -16.00 Endwall Wind Column 322 16.00 -16.00 -16.00 Sidewall Girt 0 ------------ Endwall Girt 0 ------------ Wall Panel 0 ------------ Parapets ---ft2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft)(psf)(psf)(psf)(psf)(psf) Left Parapet --------------------- Right Parapet --------------------- EW Parapet --------------------- Tributary Area used for Parapet C&C = CBCCA Note: The value of GCp in results above has been reduced by 10% per Note 5 of Figure 30.3-1, since the slope angle is ≤ 10°. C23F6009A Samueli Academy - BP-CP5 AA 7/27/2023 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS MWFRS C & C 4 h a a a a 5 5 5 5 4 0 37 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 3.00 ft. Tributary Area P1 P2 P3 1 2 3 --- Item (ft2)(psf)(psf)(psf)(psf)(psf)(psf)--- Purlin/Joist 217 16.00 16.00 16.00 -16.28 -16.28 -16.28 ---- Panel 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Fastener 4 16.00 22.99 30.65 -16.28 -24.90 -48.84 ---- Purlin/Joist 217 ---------------------------- Panel 4 ---------------------------- Fastener 4 ---------------------------- Components and Cladding, Below-Eave Canopy Tributary Pressure Area Total Item (ft2)(psf)hc ≤ 7.8 ft Otherwise hc ≥ 14 ft 217 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 4 16.00 -16.00 -16.00 -16.00 Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = ---- Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 Load, (psf)8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 C2:1.02 0.26 -0.94 -0.09 -0.43 -1.02 -0.94 -0.51 Load, (psf)11.51 2.88 -10.55 -0.96 -4.80 -11.51 -10.55 -5.76 C3:0.26 1.02 -0.09 -0.94 -1.02 -0.43 -0.51 -0.94 Wind W1R W1L Load, (psf)2.88 11.51 -0.96 -10.55 -11.51 -4.80 -5.76 -10.55 W3R W3L C4:-0.75 0.75 -0.75 0.75 -0.75 0.75 -0.75 0.75 Load, (psf)-8.46 8.46 -8.46 8.46 -8.46 8.46 -8.46 8.46 C5:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C6:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 Wind W2R W2L W1R &W1L &W2R &W2L & W4R W4L Item W3R W3L W4R W4L C1E:---------------- Load, (psf)---------------- C2E:---------------- Load, (psf)---------------- C3E:---------------- Load, (psf)---------------- C4E:---------------- Load, (psf)---------------- Pressure in Zones 7.45 deg 7.45 deg Values Below are for the Overhang Portion of the Roof Uplift Total (psf) For Various Canopy Elevations Purlin / Joist Panel Fastener Edge Zone Pressure Coefficients Suction in Zones he : Average Eave Height hc : Average Canopy Elevation InternalSuction Wind Direction InternalPressure Wind Direction 38 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 3.00 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C2:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 C3:-0.68 -0.26 0.68 0.26 -1.02 -0.51 0.43 0.26 Wind W5B W5F Load, (psf)-7.67 -2.88 7.67 2.88 -11.51 -5.76 4.80 2.88 W7B W7F C4:-0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 -0.75 Load, (psf)-8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 -8.46 C1E:-------------------------------- Load, (psf)-------------------------------- C2E:-------------------------------- Load, (psf)-------------------------------- C3E:-------------------------------- Load, (psf)-------------------------------- Wind W6B W6F C4E:-------------------------------- W8B W8F Load, (psf)-------------------------------- W5B &W5F &W6B &W6F & Item W7B W7F W8B W8F C5:0.96 -0.70 0.96 -0.70 Load, (psf)10.86 -7.87 10.86 -7.87 C6:-0.70 0.96 -0.70 0.96 Load, (psf)-7.87 10.86 -7.87 10.86 C5E:1.47 -1.03 1.47 -1.03 Load, (psf)16.56 -11.68 16.56 -11.68 C6E:-1.03 1.47 -1.03 1.47 Load, (psf)-11.68 16.56 -11.68 16.56 Longitudinal Force Resisted by Bracing:7.57 kips Total Longitudinal Net Pressure Applied to Building:21.21 psf Total Longitudinal Force Applied to Building:7.57 kips End-Wall Pressure Coefficients 7.45 deg InternalSuction Wind D i r e c t i o n InternalPressure Wind D i r e c t i o n 39 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input:Building E Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 23.00 feet Building Length 71.94 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW)-1.57 : 12 Low Eave Height (Front SW)14.00 feet High Eave Height (Back SW)17.00 feet Mean Roof Height 15.50 feet FALSE Roof Level Diaphragm Flexible **Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 1.329 **Note: 1-second period response acceleration, S1 S1 = 0.473 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)3.00 psf Roof Dead Load (RDL)4.50 psf Roof Collateral Load (CDL)0.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)0.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 23.00 feet Wall Length 23.00 feet Top Elevation 15.50 feet ****Top Elevation 15.50 feet **** Wall Weight 0.00 psf Wall Weight 0.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight)Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.00 feet Top Elevation 17.00 feet Wall Weight 0.00 psf Wall Weight 0.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 15.50 feet **** Wall Weight 0.00 psf C23F6009A AA 7/27/2023 Samueli Academy - BP-CP5 The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. Page 1 of 2 7/27/2023 40 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Input DataIBC 2021 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Project No.: Description: Engineer : Date : Mezzanine #1 Loads:Mezzanine #2 Loads: Elevation Elevation Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info.Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt.Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono)TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 7/27/2023 Samueli Academy - BP-CP5 C23F6009A Note: When a mezzanine is designed for storage, 25% percent of Floor Live Load is applied in seismic calculations. Otherwise floor live is not included. User should input the full live load; the workbook will reduce it. Typical storage loads are 125 psf or greater. Typical partition loads are 10 psf or greater. AA Storage Loading Partition loading Storage Loading Partition loading Page 2 of 2 7/27/2023 41 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Lateral Calcs. (1)IBC 2021 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Frame Description / Location: Project No.: Building Data Input Echo:Building E Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Gable/Single Slope Single Slope Width 23.00 feet Length 71.94 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Bay Width 25.50 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):25.50 feet Wall Length Exterior Wall #4 (Back SW):25.50 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 1.329 1-second period response acceleration, S1 S1 = 0.473 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 ***Note: Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 *** System Overstrength Factor, WO:1.25 *** Deflection Modification Factor, Cd:1.25 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)4.02 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Alt. Roof Weight:Alt. Panel Load: Multistory Distribution 8.07 psf 0.175 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight:Panel Load: Roof Loads 4732 lbs 15.50 feet 4732 4.02 kips 62.38 ft-kips 8.07 psf 0.175 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 4732 lbs --4732 4.02 kips 62.38 ft-kips Frame Base Shear:4.025 kips Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP5 AA 7/27/2023 0.000 kips 12.67 feet 0.000 kips 15.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Page 1 of 1 7/27/2023 42 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Longitudinal Calcs.IBC 2021 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Building Data Input Echo:Building E Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Date : High SW Force Resisting System Fixed Base Gable/Single Slope Single Slope Width 23.00 feet Length 71.94 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 14.00 feet High Eave Height 17.00 feet Mean Roof Height 15.50 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):71.94 feet Wall Length Exterior Wall #4 (Back SW):71.94 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):23.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 1.329 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.473 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 **Note: Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 ** System Overstrength Factor, WO:1.25 ** Deflection Modification Factor, Cd:1.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.156 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)11.35 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 13349 lbs 15.50 feet 13349 11.35 kips 175.98 ft-kips Bracing Uniform Loads 0 lbs 7.77 feet ------Roof Snow:-- Seismic Dead W:8.07 psf 0 lbs 7.77 feet ------Total Seismic W:8.07 psf Seismic Factor:0.851 0 lbs 7.77 feet ------Bracing Concentrated Loads Load Elevation 0 lbs 7.00 feet ------ 0 lbs 8.50 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 13349 lbs --13349 11.35 kips 175.98 ft-kips Bracing Base Shear:11.354 kips Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads ---- ---- Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP5 AA 7/27/2023 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference.Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Page 1 of 1 7/27/2023 43 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 3 MEZZANINES --- (IF APPLICABLE) 44 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MEZZANINE INFORMATION A mezzanine is an intermediate level between the floor and roof of the metal building system and is designed as an accessory to the building when the mezzanine area is less than one third of the supporting force resisting system. If the mezzanine area exceeds this area-based threshold the mezzanine is considered a separate floor for seismic design purposes. Mezzanine loading, diaphragm design, beam design, and associated connection design is contained in this section. Building bracing members that are part of the mezzanine load path are designed for forces associated with building base shear forces. Mezzanine chords, collectors, beam connections, and bracing connections are designed for the forces associated with collector forces when higher than base shear forces. Mezzanine diaphragms and connections to support members other than chords and collectors are designed for inertial forces, inherent torsion, and accidental torsion with amplification when required. Mezzanine diaphragm connections to chords and collectors are designed for the forces associated with collector forces when higher than diaphragm forces. When open web steel joists are used the required loading and design code criteria is supplied to a joist manufacturer to produce the mezzanine joists. When concrete is used as the wearing surface or part of the structural diaphragm the concrete mix design, temperature and shrinkage reinforcement, supplemental reinforcement, and in slab conduit placement is by the Engineer of Record. When diaphragm irregularities are present such as reentrant corners, diaphragm openings, or other inertial irregularity forces contained in the slab the Engineer of Record is responsible for specifying any additional slab reinforcement as required. When temporary shoring is required for slab placement the Engineer of Record shall determine the required shoring framing system. 45 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 4 CRANES --- (IF APPLICABLE) 46 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CRANE INFORMATION A crane support is a component to the metal building system provided. The types of cranes that may be supported by the metal building include Overhead Top Running, Underhung, and Jib cranes. Typical support may include crane beams, support brackets, and sway bracing. The direct supports including runway beams and support brackets are designed for the controlling fatigue load from the applicable building code load combinations with impact while the primary framing system is designed for the crane loading without impact or fatigue. When multiple crane systems are supported by the building MBMA guidance is used for the investigation of combined loading combinations. Building longitudinal bracing is typically tiered at the crane elevation as a load path to accept crane loads and distribute them to the foundation. Crane runway beams are typically used to transfer crane stop and longitudinal crane loads to the metal building bracing system. When cap channels are used to aid in lateral deflection, they are stitch welded to the runway beam and the two are designed as a composite member. 47 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 5 COMPONENTS 48 (IF APPLICABLE) 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 COMPONENT INFORMATION This section includes the calculated load determination and member design for building components and various accessories. The panel profiles that follow the components show the panel properties as well as the maximum span lengths based on the gage, number of spans, and the maximum allowable loading that can act on the panel. 49 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 6 SECONDARY & BRACING 50 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECONDARY AND BRACING INFORMATION The following report is a summary of the purlin/girt design, associated framed opening members, and roof/wall diagonal bracing. The purlin/girt summary gives the member size, laps if required, locations, load widths, calculated stress ratios, and deflections. The members are typically designed per the AISI as continuous flexural members for wind pressure and wind suction for their respected wind zone as well as axial load if used as part of the bracing system. The analysis output is the controlling load combination unity check for shear and moment at supports, laps, and mid-spans. The metal building system bracing consist of tension only bracing with all panel diaphragm contributions neglected. The tension only bracing system is designed as a truss diaphragm for the most severe load combination according to the pertinent building code. 51 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Figure 3: Wall Designations and General Building Information Figure 4: General Bracing System 52 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 53 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 54 CP1 PURLIN PLANA R2 SITE KEY CP1 CP2 CP3 CP4 CP5 N MATERIAL DESCRIPTION: SEE DETAIL SHEETS: D1 GENERAL DETAILS D2 GENERAL DETAILS P1 PARTS DETAILS TX P - (80C- GZ) CEE BLOCKING @ 3 POINTS EACH BAY UNLESS NOTED OTHERWISE SEE DETAIL (80C- GZ) CEE BLOCKING @ 1 POINTS THIS BAY SEE DETAIL 11 PV MODULES CASSETTE LENGTH F D1 H D1 TYP TYP TYP H D1 H D1 TYP 28'-012"34'-0"8'-012"34'-0"34'-0"34'-0" 211'-11116" 3' - 9 15 16 " 15 ' - 1 0 " 19 ' - 7 15 16 " 34'-0"5'-01116" 5'-63 8" PURLIN SPLICE LOCATION 1 1. 0 5 0 : 1 2 5 D E G R E E S PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) G D1 3 4 5 6 72 HIGHSIDE LOWSIDE 41'-73 8" (6) PURLINS (6) PURLINS (6) PURLINS (6) PURLINS (6) PURLINS (6) PURLINS TX P - 5'-41116" PURLIN SPLICE LOCATION G D1 5'-3" PURLIN SPLICE LOCATION G D1 33'-10516" 9 PV MODULES CASSETTE LENGTH 33'-10516" 9 PV MODULES CASSETTE LENGTH 33'-10516" 9 PV MODULES CASSETTE LENGTH 5'-1516" PURLIN SPLICE LOCATION G D1 33'-10516" 9 PV MODULES CASSETTE LENGTH 4'-115 8" PURLIN SPLICE LOCATION G D1 34'-1116" 9 PV MODULES CASSETTE LENGTH Use 3/4" bracing rods 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-1 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 55 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-2 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 56 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-3 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 57 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-4 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 58 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-5 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 59 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-6 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 60 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-7 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 61 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-8 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 62 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-9 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 63 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-10 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 64 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 SK-12 May 24, 2023 Purlin Design-C23F6009A-CP1.r3d 65 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 8.041667 0 0 3 N3 36.083333 0 0 4 N4 41.614583 0 0 5 N5 70.083333 0 0 6 N6 75.473958 0 0 7 N7 104.083333 0 0 8 N8 109.333333 0 0 9 N9 138.083333 0 0 10 N10 143.192708 0 0 11 N11 172.083333 0 0 12 N12 177.052083 0 0 13 N13 206.083333 0 0 14 N14 211.140625 0 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad] 1 N9 Reaction Reaction Reaction Fixed 2 N2 Reaction Reaction Reaction Fixed 3 N3 Reaction Reaction Reaction Fixed 4 N5 Reaction Reaction Reaction Fixed 5 N7 Reaction Reaction Reaction Fixed 6 N11 Reaction Reaction Reaction Fixed 7 N13 Reaction Reaction Reaction Fixed Cold Formed Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi] 1 A653 SS Gr55 29500 11346 0.3 0.65 0.49 55 65 Cold Formed Steel Design Parameters Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]L-Torque [ft]Function 1 M1 9.5C12 8.042 Lbyy Lateral 2 M2 9.5C12 28.042 9 34 Lbyy 9 9 Lateral 3 M3 9.5C12 5.531 Lbyy Lateral 66 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 2 Cold Formed Steel Design Parameters (Continued) Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]L-Torque [ft]Function 4 M4 9.5C12 28.469 9 34 Lbyy 9 9 Lateral 5 M5 9.5C12 5.391 Lbyy Lateral 6 M6 9.5C12 28.609 9 34 Lbyy 9 9 Lateral 7 M7 9.5C12 5.25 Lbyy Lateral 8 M8 9.5C12 28.75 9 34 Lbyy 9 9 Lateral 9 M9 9.5C12 5.109 Lbyy Lateral 10 M10 9.5C12 28.891 9 34 Lbyy 9 9 Lateral 11 M11 9.5C12 4.969 Lbyy Lateral 12 M12 9.5C12 29.031 9 34 Lbyy 9 9 Lateral 13 M13 9.5C12 5.057 Lbyy Lateral Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -13.3 -13.3 0 %100 2 M1 Y -13.3 -13.3 0 %100 3 M2 Y -13.3 -13.3 0 %100 4 M4 Y -13.3 -13.3 0 %100 5 M5 Y -13.3 -13.3 0 %100 6 M6 Y -13.3 -13.3 0 %100 7 M3 Y -13.3 -13.3 0 %100 8 M9 Y -13.3 -13.3 0 %100 9 M8 Y -13.3 -13.3 0 %100 10 M10 Y -13.3 -13.3 0 %100 11 M11 Y -13.3 -13.3 0 %100 12 M12 Y -13.3 -13.3 0 %100 13 M13 Y -13.3 -13.3 0 %100 Member Distributed Loads (BLC 2 : WL+Y) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M3 Y 62 62 0 %100 2 M6 Y 62 62 0 %100 3 M5 Y 62 62 0 %100 4 M4 Y 62 62 0 %100 67 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 3 Member Distributed Loads (BLC 2 : WL+Y) (Continued) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 5 M2 Y 62 62 0 %100 6 M1 Y 62 62 0 %100 7 M7 Y 62 62 0 %100 8 M9 Y 62 62 0 %100 9 M8 Y 62 62 0 %100 10 M10 Y 62 62 0 %100 11 M11 Y 62 62 0 %100 12 M12 Y 62 62 0 %100 13 M13 Y 62 62 0 %100 Member Distributed Loads (BLC 3 : WLY) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -61 -61 0 %100 2 M1 Y -61 -61 0 %100 3 M2 Y -61 -61 0 %100 4 M4 Y -61 -61 0 %100 5 M5 Y -61 -61 0 %100 6 M6 Y -61 -61 0 %100 7 M3 Y -61 -61 0 %100 8 M9 Y -61 -61 0 %100 9 M8 Y -61 -61 0 %100 10 M10 Y -61 -61 0 %100 11 M11 Y -61 -61 0 %100 12 M12 Y -61 -61 0 %100 13 M13 Y -61 -61 0 %100 Member Distributed Loads (BLC 4 : E) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Z 16.2 16.2 0 %100 2 M1 Z 16.2 16.2 0 %100 3 M2 Z 16.2 16.2 0 %100 4 M4 Z 16.2 16.2 0 %100 5 M5 Z 16.2 16.2 0 %100 6 M6 Z 16.2 16.2 0 %100 7 M3 Z 16.2 16.2 0 %100 8 M9 Z 16.2 16.2 0 %100 9 M8 Z 16.2 16.2 0 %100 68 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 4 Member Distributed Loads (BLC 4 : E) (Continued) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 10 M10 Z 16.2 16.2 0 %100 11 M11 Z 16.2 16.2 0 %100 12 M12 Z 16.2 16.2 0 %100 13 M13 Z 16.2 16.2 0 %100 Member Distributed Loads (BLC 6 : L) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M5 Y -76 -76 0 %100 2 M1 Y -76 -76 0 %100 3 M2 Y -76 -76 0 %100 4 M7 Y -76 -76 0 %100 5 M3 Y -76 -76 0 %100 6 M4 Y -76 -76 0 %100 7 M6 Y -76 -76 0 %100 8 M9 Y -76 -76 0 %100 9 M8 Y -76 -76 0 %100 10 M10 Y -76 -76 0 %100 11 M11 Y -76 -76 0 %100 12 M12 Y -76 -76 0 %100 13 M13 Y -76 -76 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DL DL -1 13 2 WL+Y WL+Y 13 3 WLY WLY 13 4 E EL 13 5 S SL 6 L LL 13 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 D+L Yes Y DL 1 LL 1 2 D+0.6W Yes Y DL 1 WLY 0.6 3 0.6D+0.6W-Yes Y DL 0.6 WL+Y 0.6 69 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 5 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 4 (1+0.14Sds)D+0. 7E Yes Y DL 1.15 EL 0.7 5 (1+0.14Sds)D+0.7E-Yes Y DL 1.15 EL -0.7 6 D+S Yes Y DL 1 SL 1 7 D+0.75S+0.45W Yes Y DL 1 SL 0.75 WLY 0.45 8 D+0.75L+0.45W Y DL 1 LL 0.75 WLY 0.45 9 D Y DL 1 10 W Y WLY 1 11 W-Y WL+Y 1 12 S Y SL 1 Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 1 1 N9 0 3.188 0 NC 0 0 2 1 N2 0 1.936 0 NC 0 0 3 1 N3 0 3.106 0 NC 0 0 4 1 N5 0 3.225 0 NC 0 0 5 1 N7 0 3.233 0 NC 0 0 6 1 N11 0 3.448 0 NC 0 0 7 1 N13 0 1.899 0 NC 0 0 8 1 Totals:0 20.035 0 9 1 COG (ft):X: 105.57 Y: 0 Z: 0 10 2 N9 0 1.864 0 NC 0 0 11 2 N2 0 1.132 0 NC 0 0 12 2 N3 0 1.816 0 NC 0 0 13 2 N5 0 1.886 0 NC 0 0 14 2 N7 0 1.891 0 NC 0 0 15 2 N11 0 2.016 0 NC 0 0 16 2 N13 0 1.111 0 NC 0 0 17 2 Totals:0 11.716 0 18 2 COG (ft):X: 105.57 Y: 0 Z: 0 19 3 N9 0 -0.869 0 NC 0 0 20 3 N2 0 -0.528 0 NC 0 0 21 3 N3 0 -0.847 0 NC 0 0 22 3 N5 0 -0.879 0 NC 0 0 23 3 N7 0 -0.881 0 NC 0 0 24 3 N11 0 -0.94 0 NC 0 0 25 3 N13 0 -0.518 0 NC 0 0 26 3 Totals:0 -5.462 0 70 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 6 Node Reactions (Continued) LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 27 3 COG (ft):X: 105.57 Y: 0 Z: 0 28 4 N9 0 0.73 -0.381 NC 0 0 29 4 N2 0 0.443 -0.231 NC 0 0 30 4 N3 0 0.711 -0.371 NC 0 0 31 4 N5 0 0.738 -0.385 NC 0 0 32 4 N7 0 0.74 -0.386 NC 0 0 33 4 N11 0 0.789 -0.412 NC 0 0 34 4 N13 0 0.435 -0.227 NC 0 0 35 4 Totals:0 4.586 -2.394 36 4 COG (ft):X: 105.57 Y: 0 Z: 0 37 5 N9 0 0.73 0.381 NC 0 0 38 5 N2 0 0.443 0.231 NC 0 0 39 5 N3 0 0.711 0.371 NC 0 0 40 5 N5 0 0.738 0.385 NC 0 0 41 5 N7 0 0.74 0.386 NC 0 0 42 5 N11 0 0.789 0.412 NC 0 0 43 5 N13 0 0.435 0.227 NC 0 0 44 5 Totals:0 4.586 2.394 45 5 COG (ft):X: 105.57 Y: 0 Z: 0 46 6 N9 0 0.635 0 NC 0 0 47 6 N2 0 0.385 0 NC 0 0 48 6 N3 0 0.618 0 NC 0 0 49 6 N5 0 0.642 0 NC 0 0 50 6 N7 0 0.644 0 NC 0 0 51 6 N11 0 0.686 0 NC 0 0 52 6 N13 0 0.378 0 NC 0 0 53 6 Totals:0 3.988 0 54 6 COG (ft):X: 105.57 Y: 0 Z: 0 55 7 N9 0 1.557 0 NC 0 0 56 7 N2 0 0.945 0 NC 0 0 57 7 N3 0 1.517 0 NC 0 0 58 7 N5 0 1.575 0 NC 0 0 59 7 N7 0 1.579 0 NC 0 0 60 7 N11 0 1.684 0 NC 0 0 61 7 N13 0 0.927 0 NC 0 0 62 7 Totals:0 9.784 0 63 7 COG (ft):X: 105.57 Y: 0 Z: 0 71 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 7 Envelope Maximum Member Section Forces Member Axial[k]Loc[ft]LC y Shear[k]Loc[ft]LC z Shear[k]Loc[ft]LC Torque[k-ft]Loc[ft]LC y-y Moment[k-ft]Loc[ft]LC z-z Moment[k-ft]Loc[ft]LC 1 M1 max 0 8.042 7 0.208 8.042 3 0.091 8.042 4 0 8.042 7 0.367 8.042 4 3.068 8.042 1 2 min 0 0 1 -0.763 8.042 1 -0.091 8.042 5 0 0 1 -0.367 8.042 5 -0.836 8.042 3 3 M2 max 0 28.042 7 1.172 0 1 0.178 28.042 4 0 28.042 7 0.896 28.042 4 7.497 28.042 1 4 min 0 0 1 -1.488 28.042 1 -0.178 28.042 5 0 0 1 -0.896 28.042 5 -4.175 12.268 1 5 M3 max 0 5.531 7 1.618 0 1 0.193 0 5 0 5.531 7 0.896 0 4 7.497 0 1 6 min 0 0 1 -0.441 0 3 -0.193 0 4 0 0 1 -0.896 0 5 -2.044 0 3 7 M4 max 0 28.469 7 1.093 0 1 0.192 28.469 4 0 28.469 7 0.877 28.469 4 7.336 28.469 1 8 min 0 0 1 -1.608 28.469 1 -0.192 28.469 5 0 0 1 -0.877 28.469 5 -6.295 11.565 1 9 M5 max 0 5.391 7 1.617 0 1 0.193 0 5 0 5.391 7 0.877 0 4 7.336 0 1 10 min 0 0 1 -0.441 0 3 -0.193 0 4 0 0 1 -0.877 0 5 -2 0 3 11 M6 max 0 28.609 7 1.105 0 1 0.192 28.609 4 0 28.609 7 0.862 28.609 4 7.216 28.609 1 12 min 0 0 1 -1.61 28.609 1 -0.192 28.609 5 0 0 1 -0.862 28.609 5 -6.435 11.623 1 13 M7 max 0 5.25 7 1.624 0 1 0.194 0 5 0 5.25 7 0.862 0 4 7.216 0 1 14 min 0 0 1 -0.443 0 3 -0.194 0 4 0 0 1 -0.862 0 5 -1.967 0 3 15 M8 max 0 28.75 7 1.125 0 1 0.192 28.75 4 0 28.75 7 0.82 28.75 4 6.861 28.75 1 16 min 0 0 1 -1.603 28.75 1 -0.192 28.75 5 0 0 1 -0.82 28.75 5 -6.673 11.979 1 17 M9 max 0 5.109 7 0.432 5.109 3 0.189 5.109 5 0 5.109 7 0.82 5.109 5 6.861 5.109 1 18 min 0 0 1 -1.585 5.109 1 -0.189 5.109 4 0 0 1 -0.82 5.109 4 -1.87 5.109 3 19 M10 max 0 28.891 7 1.1 0 1 0.196 28.891 4 0 28.891 7 0.933 28.891 4 7.807 28.891 1 20 min 0 0 1 -1.641 28.891 1 -0.196 28.891 5 0 0 1 -0.933 28.891 5 -6.38 11.737 1 21 M11 max 0 4.969 7 0.493 4.969 3 0.216 4.969 5 0 4.969 7 0.933 4.969 5 7.807 4.969 1 22 min 0 0 1 -1.807 4.969 1 -0.216 4.969 4 0 0 1 -0.933 4.969 4 -2.128 4.969 3 23 M12 max 0 29.031 7 1.336 0 1 0.17 29.031 4 0 29.031 7 1.123 14.213 5 2.562 14.213 3 24 min 0 0 1 -1.419 29.031 1 -0.17 29.031 5 0 0 1 -1.123 14.213 4 -9.398 14.213 1 25 M13 max 0 5.057 7 0.131 5.057 3 0.057 5.057 5 0 5.057 7 0.145 5.057 5 1.213 5.057 1 26 min 0 0 1 -0.48 5.057 1 -0.057 5.057 4 0 0 1 -0.145 5.057 4 -0.331 5.057 3 Nodal Loads and Enforced Displacements No Data to Print... Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 7 0.413 1 0.558 5 0 7 5.105e-3 5 1.04e-3 3 2 min 0 1 -0.113 3 -0.558 4 0 1 -5.105e-3 4 -3.814e-3 1 3 N2 max 0 7 0 3 0 4 0 7 7.857e-3 5 1.598e-3 3 4 min 0 1 0 1 0 5 0 1 -7.857e-3 4 -5.863e-3 1 5 N3 max 0 7 0 3 0 4 0 7 9.203e-4 4 6.689e-4 1 72 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 8 Envelope Node Displacements (Continued) Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 6 min 0 1 0 1 0 5 0 1 -9.203e-4 5 -1.823e-4 3 7 N4 max 0 7 0.05 3 0.234 4 0 7 5.572e-3 5 1.135e-3 3 8 min 0 1 -0.184 1 -0.234 5 0 1 -5.572e-3 4 -4.162e-3 1 9 N5 max 0 7 0 3 0 4 0 7 7.919e-3 4 5.93e-3 1 10 min 0 1 0 1 0 5 0 1 -7.919e-3 5 -1.617e-3 3 11 N6 max 0 7 0.171 1 0.238 5 0 7 1.715e-3 4 1.314e-3 1 12 min 0 1 -0.046 3 -0.238 4 0 1 -1.715e-3 5 -3.581e-4 3 13 N7 max 0 7 0 3 0 4 0 7 7.265e-3 4 5.434e-3 1 14 min 0 1 0 1 0 5 0 1 -7.265e-3 5 -1.481e-3 3 15 N8 max 0 7 0.143 1 0.201 5 0 7 1.308e-3 4 1.001e-3 1 16 min 0 1 -0.039 3 -0.201 4 0 1 -1.308e-3 5 -2.729e-4 3 17 N9 max 0 7 0 3 0 4 0 7 8.859e-3 4 6.623e-3 1 18 min 0 1 0 1 0 5 0 1 -8.859e-3 5 -1.805e-3 3 19 N10 max 0 7 0.226 1 0.312 5 0 7 3.345e-3 4 2.52e-3 1 20 min 0 1 -0.062 3 -0.312 4 0 1 -3.345e-3 5 -6.869e-4 3 21 N11 max 0 7 0 3 0 4 0 7 5.848e-3 4 4.377e-3 1 22 min 0 1 0 1 0 5 0 1 -5.848e-3 5 -1.193e-3 3 23 N12 max 0 7 0.065 1 0.098 5 0 7 3.2e-4 5 5.788e-5 3 24 min 0 1 -0.018 3 -0.098 4 0 1 -3.2e-4 4 -2.123e-4 1 25 N13 max 0 7 0 3 0 4 0 7 2.818e-2 4 2.102e-2 1 26 min 0 1 0 1 0 5 0 1 -2.818e-2 5 -5.73e-3 3 27 N14 max 0 7 1.251 1 1.678 5 0 7 2.749e-2 4 2.051e-2 1 28 min 0 1 -0.341 3 -1.678 4 0 1 -2.749e-2 5 -5.591e-3 3 Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn 1 M1 9.5C12 0.287 8.042 1 0.078 8.042 y 1 20.831 54.091 2.417 10.7 9.809 9.401 2.326 H1.2-1 2 M2 9.5C12 0.785 28.042 1 0.152 28.042 y 1 12.364 54.091 2.269 9.549 9.809 9.401 1 H1.2-1 3 M3 9.5C12 0.701 0 1 0.165 0 y 1 27.472 54.091 2.465 10.7 9.809 9.401 1.763 H1.2-1 4 M4 9.5C12 0.768 28.469 1 0.164 28.469 y 1 12.364 54.091 2.269 9.549 9.809 9.401 1 H1.2-1 5 M5 9.5C12 0.686 0 1 0.165 0 y 1 27.818 54.091 2.465 10.7 9.809 9.401 1.76 H1.2-1 6 M6 9.5C12 0.756 28.609 1 0.164 28.609 y 1 12.364 54.091 2.269 9.549 9.809 9.401 1 H1.2-1 7 M7 9.5C12 0.674 0 1 0.166 0 y 1 28.161 54.091 2.465 10.7 9.809 9.401 1.757 H1.2-1 8 M8 9.5C12 0.719 28.75 1 0.163 28.75 y 1 12.364 54.091 2.269 9.549 9.809 9.401 1 H1.2-1 9 M9 9.5C12 0.641 5.109 1 0.162 5.109 y 1 28.498 54.091 2.465 10.7 9.809 9.401 1.757 H1.2-1 10 M10 9.5C12 0.818 28.891 1 0.167 28.891 y 1 12.364 54.091 2.269 9.549 9.809 9.401 1 H1.2-1 11 M11 9.5C12 0.73 4.969 1 0.184 4.969 y 1 28.83 54.091 2.465 10.7 9.809 9.401 1.741 H1.2-1 12 M12 9.5C12 0.984 14.213 1 0.145 29.031 y 1 12.364 54.091 2.269 9.549 9.809 9.401 1 H1.2-1 73 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP1 PURLIN DESIGN-C23F6009A-CP1 Checked By : __________ 5/24/2023 2:22:08 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP1.r3d ]Page 9 Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks (Continued) Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn 13 M13 9.5C12 0.113 5.057 1 0.049 5.057 y 1 28.621 54.091 2.465 10.7 9.809 9.401 2.326 H1.2-1 Material Take-Off Material Size Pieces Length[ft]Weight[K] 1 Cold Formed Steel 2 A653 SS Gr55 9.5C12 13 211.1 1.18 3 Total CF Steel 13 211.1 1.18 74 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 75 CP2 PURLIN PLANA R4 SITE KEY CP1 CP2 CP3 CP4 CP5 N MATERIAL DESCRIPTION: SEE DETAIL SHEETS: D1 GENERAL DETAILS D2 GENERAL DETAILS P1 PARTS DETAILS 12 PV MODULES CASSETTE LENGTH (80C- GZ) CEE BLOCKING @ 2 POINTS THIS BAY SEE DETAIL H D1 TYP HIGHSIDE 1 1. 5 7 7 : 1 2 7. 4 9 D E G R E E S PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) LOWSIDE 7'-0" 4'-412" PURLIN SPLICE LOCATION G D1 34'-0"34'-0"34'-0"4'-37 8" 113'-37 8" 19 ' - 7 15 16 " 2' - 3 14" 17 ' - 4 916 " 2 3 4 45'-412" (80C- GZ) CEE BLOCKING @ 3 POINTS EACH BAY UNLESS NOTED OTHERWISE SEE DETAIL TYP H D1 (6) PURLINS (6) PURLINS (6) PURLINS TX P - TX P - F D1 TYP H D1 TYP 4'-21316" PURLIN SPLICE LOCATION G D1 33'-10516" 9 PV MODULES CASSETTE LENGTH 34'-1116" 9 PV MODULES CASSETTE LENGTH Use 3/4" bracing rods 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-1 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 76 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-2 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 77 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-3 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 78 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-4 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 79 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-5 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 80 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-6 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 81 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-7 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 82 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-9 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 83 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-11 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 84 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-12 May 25, 2023 Purlin Design-C23F6009A-CP2.r3d 85 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : __________ 5/25/2023 1:33:57 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP2.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 7 0 0 3 N3 41 0 0 4 N4 45.375 0 0 5 N5 75 0 0 6 N6 79.234375 0 0 7 N7 109 0 0 8 N8 113.322917 0 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad] 1 N2 Reaction Reaction Reaction Fixed 2 N3 Reaction Reaction Reaction Fixed 3 N5 Reaction Reaction Reaction Fixed 4 N7 Reaction Reaction Reaction Fixed Cold Formed Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi] 1 A653 SS Gr55 29500 11346 0.3 0.65 0.49 55 65 Cold Formed Steel Design Parameters Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]L-Torque [ft]Function 1 M1 12C12 7 Lbyy Lateral 2 M2 12C12 34 9 34 Lbyy 9 9 Lateral 3 M3 12C12 4.375 Lbyy Lateral 4 M4 12C12 29.625 9 34 Lbyy 9 9 Lateral 5 M5 12C12 4.234 Lbyy Lateral 6 M6 12C12 29.766 9 34 Lbyy 9 9 Lateral 7 M7 12C12 4.323 Lbyy Lateral 86 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : __________ 5/25/2023 1:33:57 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP2.r3d ]Page 2 Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -13.3 -13.3 0 %100 2 M1 Y -13.3 -13.3 0 %100 3 M2 Y -13.3 -13.3 0 %100 4 M4 Y -13.3 -13.3 0 %100 5 M5 Y -13.3 -13.3 0 %100 6 M6 Y -13.3 -13.3 0 %100 7 M3 Y -13.3 -13.3 0 %100 Member Distributed Loads (BLC 2 : WL+Y) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M3 Y 62 62 0 %100 2 M6 Y 62 62 0 %100 3 M5 Y 62 62 0 %100 4 M4 Y 62 62 0 %100 5 M2 Y 62 62 0 %100 6 M1 Y 62 62 0 %100 7 M7 Y 62 62 0 %100 Member Distributed Loads (BLC 3 : WLY) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -61 -61 0 %100 2 M1 Y -61 -61 0 %100 3 M2 Y -61 -61 0 %100 4 M4 Y -61 -61 0 %100 5 M5 Y -61 -61 0 %100 6 M6 Y -61 -61 0 %100 7 M3 Y -61 -61 0 %100 87 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : __________ 5/25/2023 1:33:57 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP2.r3d ]Page 3 Member Distributed Loads (BLC 4 : E) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Z 16.2 16.2 0 %100 2 M1 Z 16.2 16.2 0 %100 3 M2 Z 16.2 16.2 0 %100 4 M4 Z 16.2 16.2 0 %100 5 M5 Z 16.2 16.2 0 %100 6 M6 Z 16.2 16.2 0 %100 7 M3 Z 16.2 16.2 0 %100 Member Distributed Loads (BLC 6 : L) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M5 Y -76 -76 0 %100 2 M1 Y -76 -76 0 %100 3 M2 Y -76 -76 0 %100 4 M7 Y -76 -76 0 %100 5 M3 Y -76 -76 0 %100 6 M4 Y -76 -76 0 %100 7 M6 Y -76 -76 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DL DL -1 7 2 WL+Y WL+Y 7 3 WLY WLY 7 4 E EL 7 5 S SL 6 L LL 7 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 D+L Yes Y DL 1 LL 1 2 D+0.6W Yes Y DL 1 WLY 0.6 3 0.6D+0.6W-Yes Y DL 0.6 WL+Y 0.6 4 (1+0.14Sds)D+0. 7E Yes Y DL 1.15 EL 0.7 5 (1+0.14Sds)D+0.7E-Yes Y DL 1.15 EL -0.7 88 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : __________ 5/25/2023 1:33:57 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP2.r3d ]Page 4 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 6 D+S Yes Y DL 1 SL 1 7 D+0.75S+0.45W Yes Y DL 1 SL 0.75 WLY 0.45 8 D+0.75L+0.45W Y DL 1 LL 0.75 WLY 0.45 9 D Y DL 1 10 W Y WLY 1 11 W-Y WL+Y 1 12 S Y SL 1 Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 1 1 N2 0 2.189 0 NC 0 0 2 1 N3 0 3.351 0 NC 0 0 3 1 N5 0 3.451 0 NC 0 0 4 1 N7 0 1.871 0 NC 0 0 5 1 Totals:0 10.862 0 6 1 COG (ft):X: 56.661 Y: 0 Z: 0 7 2 N2 0 1.289 0 NC 0 0 8 2 N3 0 1.974 0 NC 0 0 9 2 N5 0 2.032 0 NC 0 0 10 2 N7 0 1.102 0 NC 0 0 11 2 Totals:0 6.397 0 12 2 COG (ft):X: 56.661 Y: 0 Z: 0 13 3 N2 0 -0.578 0 NC 0 0 14 3 N3 0 -0.884 0 NC 0 0 15 3 N5 0 -0.91 0 NC 0 0 16 3 N7 0 -0.494 0 NC 0 0 17 3 Totals:0 -2.866 0 18 3 COG (ft):X: 56.661 Y: 0 Z: 0 19 4 N2 0 0.521 -0.259 NC 0 0 20 4 N3 0 0.798 -0.396 NC 0 0 21 4 N5 0 0.822 -0.408 NC 0 0 22 4 N7 0 0.446 -0.221 NC 0 0 23 4 Totals:0 2.587 -1.285 24 4 COG (ft):X: 56.661 Y: 0 Z: 0 25 5 N2 0 0.521 0.259 NC 0 0 26 5 N3 0 0.798 0.396 NC 0 0 27 5 N5 0 0.822 0.408 NC 0 0 28 5 N7 0 0.446 0.221 NC 0 0 89 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : __________ 5/25/2023 1:33:57 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP2.r3d ]Page 5 Node Reactions (Continued) LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 29 5 Totals:0 2.587 1.285 30 5 COG (ft):X: 56.661 Y: 0 Z: 0 31 6 N2 0 0.453 0 NC 0 0 32 6 N3 0 0.694 0 NC 0 0 33 6 N5 0 0.715 0 NC 0 0 34 6 N7 0 0.387 0 NC 0 0 35 6 Totals:0 2.249 0 36 6 COG (ft):X: 56.661 Y: 0 Z: 0 37 7 N2 0 1.08 0 NC 0 0 38 7 N3 0 1.654 0 NC 0 0 39 7 N5 0 1.703 0 NC 0 0 40 7 N7 0 0.923 0 NC 0 0 41 7 Totals:0 5.36 0 42 7 COG (ft):X: 56.661 Y: 0 Z: 0 Envelope Maximum Member Section Forces Member Axial[k]Loc[ft]LC y Shear[k]Loc[ft]LC z Shear[k]Loc[ft]LC Torque[k-ft]Loc[ft]LC y-y Moment[k-ft]Loc[ft]LC z-z Moment[k-ft]Loc[ft]LC 1 M1 max 0 7 7 0.177 7 3 0.079 7 4 0 7 7 0.278 7 4 2.348 7 1 2 min 0 0 1 -0.671 7 1 -0.079 7 5 0 0 1 -0.278 7 5 -0.62 7 3 3 M2 max 0 34 7 1.518 0 1 0.206 34 4 0 34 7 1.145 15.938 5 6.129 34 1 4 min 0 0 1 -1.741 34 1 -0.206 34 5 0 0 1 -1.145 15.938 4 -9.676 15.938 1 5 M3 max 0 4.375 7 1.61 0 1 0.191 0 5 0 4.375 7 0.725 0 4 6.129 0 1 6 min 0 0 1 -0.425 0 3 -0.191 0 4 0 0 1 -0.725 0 5 -1.617 0 3 7 M4 max 0 29.625 7 1.191 0 1 0.195 29.625 4 0 29.625 7 0.876 12.344 5 6.772 29.625 1 8 min 0 0 1 -1.648 29.625 1 -0.195 29.625 5 0 0 1 -0.876 12.344 4 -7.401 12.344 1 9 M5 max 0 4.234 7 1.802 0 1 0.213 0 5 0 4.234 7 0.801 0 4 6.772 0 1 10 min 0 0 1 -0.476 0 3 -0.213 0 4 0 0 1 -0.801 0 5 -1.787 0 3 11 M6 max 0 29.766 7 1.396 0 1 0.172 29.766 4 0 29.766 7 1.203 14.573 5 2.684 14.573 3 12 min 0 0 1 -1.457 29.766 1 -0.172 29.766 5 0 0 1 -1.203 14.573 4 -10.172 14.573 1 13 M7 max 0 4.323 7 0.414 0 1 0.049 0 5 0 4.323 7 0.106 0 4 0.896 0 1 14 min 0 0 1 -0.109 0 3 -0.049 0 4 0 0 1 -0.106 0 5 -0.236 0 3 Nodal Loads and Enforced Displacements No Data to Print... 90 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : __________ 5/25/2023 1:33:57 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP2.r3d ]Page 6 Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 7 1.062 1 2.107 5 0 7 2.472e-2 5 3.294e-3 3 2 min 0 1 -0.28 3 -2.107 4 0 1 -2.472e-2 4 -1.248e-2 1 3 N2 max 0 7 0 3 0 4 0 7 2.622e-2 5 3.494e-3 3 4 min 0 1 0 1 0 5 0 1 -2.622e-2 4 -1.324e-2 1 5 N3 max 0 7 0 3 0 4 0 7 2.034e-2 4 1.026e-2 1 6 min 0 1 0 1 0 5 0 1 -2.034e-2 5 -2.707e-3 3 7 N4 max 0 7 0.469 1 0.942 5 0 7 1.685e-2 4 8.495e-3 1 8 min 0 1 -0.124 3 -0.942 4 0 1 -1.685e-2 5 -2.242e-3 3 9 N5 max 0 7 0 3 0 4 0 7 7.487e-3 4 3.807e-3 1 10 min 0 1 0 1 0 5 0 1 -7.487e-3 5 -1.005e-3 3 11 N6 max 0 7 0.121 1 0.249 5 0 7 3.722e-3 4 1.907e-3 1 12 min 0 1 -0.032 3 -0.249 4 0 1 -3.722e-3 5 -5.032e-4 3 13 N7 max 0 7 0 3 0 4 0 7 2.575e-2 4 1.304e-2 1 14 min 0 1 0 1 0 5 0 1 -2.575e-2 5 -3.44e-3 3 15 N8 max 0 7 0.668 1 1.322 5 0 7 2.54e-2 4 1.286e-2 1 16 min 0 1 -0.176 3 -1.322 4 0 1 -2.54e-2 5 -3.393e-3 3 Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn 1 M1 12C12 0.166 7 5 0.088 7 y 1 24.921 63.377 2.376 11.466 7.64 9.911 2.326 H1.2-1 2 M2 12C12 0.697 15.938 1 0.228 34 y 1 17.534 63.377 2.667 13.88 7.64 9.911 1 H1.2-1 3 M3 12C12 0.432 0 5 0.211 0 y 1 31.302 63.377 2.376 11.466 7.64 9.911 1.74 H1.2-1 4 M4 12C12 0.533 12.344 1 0.216 29.625 y 1 17.534 63.377 2.667 13.88 7.64 9.911 1 H1.2-1 5 M5 12C12 0.478 0 5 0.236 0 y 1 31.504 63.377 2.376 11.466 7.64 9.911 1.729 H1.2-1 6 M6 12C12 0.733 14.573 1 0.191 29.766 y 1 17.534 63.377 2.667 13.88 7.64 9.911 1 H1.2-1 7 M7 12C12 0.075 0 1 0.054 0 y 1 20.548 63.377 2.753 17.296 7.64 9.911 2.326 F3.1-1 Material Take-Off Material Size Pieces Length[ft]Weight[K] 1 Cold Formed Steel 2 A653 SS Gr55 12C12 7 113.3 0.742 3 Total CF Steel 7 113.3 0.742 91 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 92 CP3 PURLIN PLANA R6 SITE KEY CP1 CP2 CP3 CP4 CP5 N MATERIAL DESCRIPTION: SEE DETAIL SHEETS: D1 GENERAL DETAILS D2 GENERAL DETAILS P1 PARTS DETAILS 6'-15 8" PURLIN SPLICE LOCATION G D1 34'-0"34'-0"5'-27 8"34'-0"6'-1" 113'-37 8" 2' - 3 14" 17 ' - 4 916 " 19 ' - 7 15 16 " PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) 1 2 3 4 HIGHSIDE LOWSIDE 1. 5 7 7 : 1 2 7. 4 9 D E G R E E S (80C- GZ) CEE BLOCKING @ 3 POINTS EACH BAY UNLESS NOTED OTHERWISE SEE DETAIL TYP H D1 12 PV MODULES CASSETTE LENGTH 45'-412" (6) PURLINS (6) PURLINS (6) PURLINS TX P - TX P - F D1 TYP H D1 TYP 5'-111516" PURLIN SPLICE LOCATION G D1 33'-10516"34'-1116" 9 PV MODULES CASSETTE LENGTH 9 PV MODULES CASSETTE LENGTH Use 3/4" bracing rods 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-1 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 93 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-2 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 94 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-3 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 95 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-4 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 96 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-5 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 97 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-6 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 98 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-7 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 99 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-8 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 100 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-10 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 101 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 SK-11 May 25, 2023 Purlin Design-C23F6009A-CP3.r3d 102 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 Checked By : __________ 5/25/2023 4:24:27 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP3.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 5.239583 0 0 3 N3 39.239583 0 0 4 N4 45.375 0 0 5 N5 73.239583 0 0 6 N6 79.234375 0 0 7 N7 107.239583 0 0 8 N8 113.322917 0 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad] 1 N2 Reaction Reaction Reaction Fixed 2 N3 Reaction Reaction Reaction Fixed 3 N5 Reaction Reaction Reaction Fixed 4 N7 Reaction Reaction Reaction Fixed Cold Formed Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi] 1 A653 SS Gr55 29500 11346 0.3 0.65 0.49 55 65 Cold Formed Steel Design Parameters Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]L-Torque [ft]Function 1 M1 12C14 5.24 Lbyy Lateral 2 M2 12C14 34 9 34 Lbyy 9 9 Lateral 3 M3 12C14 6.135 Lbyy Lateral 4 M4 12C14 27.865 9 34 Lbyy 9 9 Lateral 5 M5 12C14 5.995 Lbyy Lateral 6 M6 12C14 28.005 9 34 Lbyy 9 9 Lateral 7 M7 12C14 6.083 Lbyy Lateral 103 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 Checked By : __________ 5/25/2023 4:24:27 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP3.r3d ]Page 2 Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -13.3 -13.3 0 %100 2 M1 Y -13.3 -13.3 0 %100 3 M2 Y -13.3 -13.3 0 %100 4 M4 Y -13.3 -13.3 0 %100 5 M5 Y -13.3 -13.3 0 %100 6 M6 Y -13.3 -13.3 0 %100 7 M3 Y -13.3 -13.3 0 %100 Member Distributed Loads (BLC 2 : WL+Y) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M3 Y 62 62 0 %100 2 M6 Y 62 62 0 %100 3 M5 Y 62 62 0 %100 4 M4 Y 62 62 0 %100 5 M2 Y 62 62 0 %100 6 M1 Y 62 62 0 %100 7 M7 Y 62 62 0 %100 Member Distributed Loads (BLC 3 : WLY) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -61 -61 0 %100 2 M1 Y -61 -61 0 %100 3 M2 Y -61 -61 0 %100 4 M4 Y -61 -61 0 %100 5 M5 Y -61 -61 0 %100 6 M6 Y -61 -61 0 %100 7 M3 Y -61 -61 0 %100 104 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 Checked By : __________ 5/25/2023 4:24:27 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP3.r3d ]Page 3 Member Distributed Loads (BLC 4 : E) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Z 16.2 16.2 0 %100 2 M1 Z 16.2 16.2 0 %100 3 M2 Z 16.2 16.2 0 %100 4 M4 Z 16.2 16.2 0 %100 5 M5 Z 16.2 16.2 0 %100 6 M6 Z 16.2 16.2 0 %100 7 M3 Z 16.2 16.2 0 %100 Member Distributed Loads (BLC 6 : L) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M5 Y -76 -76 0 %100 2 M1 Y -76 -76 0 %100 3 M2 Y -76 -76 0 %100 4 M7 Y -76 -76 0 %100 5 M3 Y -76 -76 0 %100 6 M4 Y -76 -76 0 %100 7 M6 Y -76 -76 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DL DL -1 7 2 WL+Y WL+Y 7 3 WLY WLY 7 4 E EL 7 5 S SL 6 L LL 7 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 D+L Yes Y DL 1 LL 1 2 D+0.6W Yes Y DL 1 WLY 0.6 3 0.6D+0.6W-Yes Y DL 0.6 WL+Y 0.6 4 (1+0.14Sds)D+0. 7E Yes Y DL 1.15 EL 0.7 5 (1+0.14Sds)D+0.7E-Yes Y DL 1.15 EL -0.7 105 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 Checked By : __________ 5/25/2023 4:24:27 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP3.r3d ]Page 4 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 6 D+S Yes Y DL 1 SL 1 7 D+0.75S+0.45W Yes Y DL 1 SL 0.75 WLY 0.45 8 D+0.75L+0.45W Y DL 1 LL 0.75 WLY 0.45 9 D Y DL 1 10 W Y WLY 1 11 W-Y WL+Y 1 12 S Y SL 1 Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 1 1 N2 0 1.91 0 NC 0 0 2 1 N3 0 3.363 0 NC 0 0 3 1 N5 0 3.477 0 NC 0 0 4 1 N7 0 1.961 0 NC 0 0 5 1 Totals:0 10.711 0 6 1 COG (ft):X: 56.661 Y: 0 Z: 0 7 2 N2 0 1.114 0 NC 0 0 8 2 N3 0 1.961 0 NC 0 0 9 2 N5 0 2.027 0 NC 0 0 10 2 N7 0 1.144 0 NC 0 0 11 2 Totals:0 6.246 0 12 2 COG (ft):X: 56.661 Y: 0 Z: 0 13 3 N2 0 -0.527 0 NC 0 0 14 3 N3 0 -0.928 0 NC 0 0 15 3 N5 0 -0.96 0 NC 0 0 16 3 N7 0 -0.541 0 NC 0 0 17 3 Totals:0 -2.956 0 18 3 COG (ft):X: 56.661 Y: 0 Z: 0 19 4 N2 0 0.43 -0.229 NC 0 0 20 4 N3 0 0.758 -0.404 NC 0 0 21 4 N5 0 0.783 -0.417 NC 0 0 22 4 N7 0 0.442 -0.235 NC 0 0 23 4 Totals:0 2.413 -1.285 24 4 COG (ft):X: 56.661 Y: 0 Z: 0 25 5 N2 0 0.43 0.229 NC 0 0 26 5 N3 0 0.758 0.404 NC 0 0 27 5 N5 0 0.783 0.417 NC 0 0 28 5 N7 0 0.442 0.235 NC 0 0 106 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 Checked By : __________ 5/25/2023 4:24:27 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP3.r3d ]Page 5 Node Reactions (Continued) LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 29 5 Totals:0 2.413 1.285 30 5 COG (ft):X: 56.661 Y: 0 Z: 0 31 6 N2 0 0.374 0 NC 0 0 32 6 N3 0 0.659 0 NC 0 0 33 6 N5 0 0.681 0 NC 0 0 34 6 N7 0 0.384 0 NC 0 0 35 6 Totals:0 2.099 0 36 6 COG (ft):X: 56.661 Y: 0 Z: 0 37 7 N2 0 0.929 0 NC 0 0 38 7 N3 0 1.636 0 NC 0 0 39 7 N5 0 1.691 0 NC 0 0 40 7 N7 0 0.954 0 NC 0 0 41 7 Totals:0 5.209 0 42 7 COG (ft):X: 56.661 Y: 0 Z: 0 Envelope Maximum Member Section Forces Member Axial[k]Loc[ft]LC y Shear[k]Loc[ft]LC z Shear[k]Loc[ft]LC Torque[k-ft]Loc[ft]LC y-y Moment[k-ft]Loc[ft]LC z-z Moment[k-ft]Loc[ft]LC 1 M1 max 0 5.24 7 0.137 5.24 3 0.059 5.24 4 0 5.24 7 0.156 5.24 4 1.297 5.24 1 2 min 0 0 1 -0.495 5.24 1 -0.059 5.24 5 0 0 1 -0.156 5.24 5 -0.358 5.24 3 3 M2 max 0 34 7 1.415 0 1 0.216 34 4 0 34 7 1.115 14.875 5 7.82 34 1 4 min 0 0 1 -1.799 34 1 -0.216 34 5 0 0 1 -1.115 14.875 4 -9.294 14.875 1 5 M3 max 0 6.135 7 1.565 0 1 0.188 0 5 0 6.135 7 0.938 0 4 7.82 0 1 6 min 0 0 1 -0.432 0 3 -0.188 0 4 0 0 1 -0.938 0 5 -2.158 0 3 7 M4 max 0 27.865 7 0.985 0 1 0.198 27.865 4 0 27.865 7 1.111 27.865 4 9.258 27.865 1 8 min 0 0 1 -1.649 27.865 1 -0.198 27.865 5 0 0 1 -1.111 27.865 5 -5.128 10.449 1 9 M5 max 0 5.995 7 1.828 0 1 0.219 0 5 0 5.995 7 1.111 0 4 9.258 0 1 10 min 0 0 1 -0.504 0 3 -0.219 0 4 0 0 1 -1.111 0 5 -2.555 0 3 11 M6 max 0 28.005 7 1.261 0 1 0.166 28.005 4 0 28.005 7 1.009 13.419 5 2.322 13.419 3 12 min 0 0 1 -1.386 28.005 1 -0.166 28.005 5 0 0 1 -1.009 13.419 4 -8.412 13.419 1 13 M7 max 0 6.083 7 0.575 0 1 0.069 0 5 0 6.083 7 0.21 0 4 1.749 0 1 14 min 0 0 1 -0.159 0 3 -0.069 0 4 0 0 1 -0.21 0 5 -0.483 0 3 Nodal Loads and Enforced Displacements No Data to Print... 107 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP3 PURLIN DESIGN-C23F6009A-CP3 Checked By : __________ 5/25/2023 4:24:27 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP3.r3d ]Page 6 Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 7 0.985 1 1.507 5 0 7 2.384e-2 5 4.308e-3 3 2 min 0 1 -0.272 3 -1.507 4 0 1 -2.384e-2 4 -1.561e-2 1 3 N2 max 0 7 0 3 0 4 0 7 2.442e-2 5 4.412e-3 3 4 min 0 1 0 1 0 5 0 1 -2.442e-2 4 -1.599e-2 1 5 N3 max 0 7 0 3 0 4 0 7 1.498e-2 4 9.778e-3 1 6 min 0 1 0 1 0 5 0 1 -1.498e-2 5 -2.699e-3 3 7 N4 max 0 7 0.523 1 0.817 5 0 7 9.333e-3 4 6.083e-3 1 8 min 0 1 -0.144 3 -0.817 4 0 1 -9.333e-3 5 -1.679e-3 3 9 N5 max 0 7 0 3 0 4 0 7 2.645e-3 5 4.682e-4 3 10 min 0 1 0 1 0 5 0 1 -2.645e-3 4 -1.696e-3 1 11 N6 max 0 7 0.096 3 0.517 4 0 7 9.286e-3 5 1.667e-3 3 12 min 0 1 -0.347 1 -0.517 5 0 1 -9.286e-3 4 -6.038e-3 1 13 N7 max 0 7 0 3 0 4 0 7 1.943e-2 4 1.276e-2 1 14 min 0 1 0 1 0 5 0 1 -1.943e-2 5 -3.523e-3 3 15 N8 max 0 7 0.897 1 1.368 5 0 7 1.853e-2 4 1.217e-2 1 16 min 0 1 -0.248 3 -1.368 4 0 1 -1.853e-2 5 -3.36e-3 3 Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn 1 M1 12C14 0.188 5.24 1 0.15 5.24 y 1 13.596 50.509 2.609 11.39 3.308 9.219 2.326 F3.1-1 2 M2 12C14 0.95 14.875 1 0.544 34 y 1 13.353 50.509 2.557 9.783 3.308 9.219 1 H1.2-1 3 M3 12C14 0.834 0 1 0.473 0 y 1 13.596 50.509 2.609 11.39 3.308 9.219 1.781 F3.1-1 4 M4 12C14 0.954 27.865 1 0.499 27.865 y 1 13.353 50.509 2.609 11.39 3.308 9.219 1 F3.1-1 5 M5 12C14 0.983 0 1 0.553 0 y 1 13.596 50.509 2.609 11.39 3.308 9.219 1.758 F3.1-1 6 M6 12C14 0.86 13.419 1 0.419 28.005 y 1 13.353 50.509 2.557 9.783 3.308 9.219 1 H1.2-1 7 M7 12C14 0.232 0 1 0.174 0 y 1 13.596 50.509 2.609 11.39 3.308 9.219 2.326 F3.1-1 Material Take-Off Material Size Pieces Length[ft]Weight[K] 1 Cold Formed Steel 2 A653 SS Gr55 12C14 7 113.3 0.591 3 Total CF Steel 7 113.3 0.591 108 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 109 CP4 PURLIN PLANA R8 SITE KEY CP1 CP2 CP3 CP4 CP5 N MATERIAL DESCRIPTION: SEE DETAIL SHEETS: D1 GENERAL DETAILS D2 GENERAL DETAILS P1 PARTS DETAILS 5'-77 8" PURLIN SPLICE LOCATION G D1 5'-85 8"34'-0"34'-0"34'-0"5'-714" 113'-37 8" 2' - 3 14" 17 ' - 4 916 " 19 ' - 7 15 16 " PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) 1 2 3 4 HIGHSIDE LOWSIDE 1. 5 7 7 : 1 2 7. 4 9 D E G R E E S (80C- GZ) CEE BLOCKING @ 3 POINTS EACH BAY UNLESS NOTED OTHERWISE SEE DETAIL TYP H D1 12 PV MODULES CASSETTE LENGTH 45'-412" (6) PURLINS (6) PURLINS (6) PURLINS TX P - TX P - F D1 TYP H D1 TYP 5'-6316" PURLIN SPLICE LOCATION G D1 33'-10516" 9 PV MODULES CASSETTE LENGTH 34'-1116" 9 PV MODULES CASSETTE LENGTH Use 3/4" bracing rods 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-6 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 110 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-7 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 111 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-8 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 112 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-1 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 113 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-2 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 114 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-3 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 115 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-4 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 116 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-5 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 117 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-9 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 118 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 SK-10 May 26, 2023 Purlin Design-C23F6009A-CP4.r3d 119 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 Checked By : __________ 5/26/2023 1:26:19 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP4.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 5.71875 0 0 3 N3 39.71875 0 0 4 N4 45.375 0 0 5 N5 73.71875 0 0 6 N6 79.234375 0 0 7 N7 107.71875 0 0 8 N8 113.322917 0 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad] 1 N2 Reaction Reaction Reaction Fixed 2 N3 Reaction Reaction Reaction Fixed 3 N5 Reaction Reaction Reaction Fixed 4 N7 Reaction Reaction Reaction Fixed Cold Formed Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi] 1 A653 SS Gr55 29500 11346 0.3 0.65 0.49 55 65 Cold Formed Steel Design Parameters Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]L-Torque [ft]Function 1 M1 12C14 5.719 Lbyy Lateral 2 M2 12C14 34 9 34 Lbyy 9 9 Lateral 3 M3 12C14 5.656 Lbyy Lateral 4 M4 12C14 28.344 9 34 Lbyy 9 9 Lateral 5 M5 12C14 5.516 Lbyy Lateral 6 M6 12C14 28.484 9 34 Lbyy 9 9 Lateral 7 M7 12C14 5.604 Lbyy Lateral 120 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 Checked By : __________ 5/26/2023 1:26:19 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP4.r3d ]Page 2 Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -13.3 -13.3 0 %100 2 M1 Y -13.3 -13.3 0 %100 3 M2 Y -13.3 -13.3 0 %100 4 M4 Y -13.3 -13.3 0 %100 5 M5 Y -13.3 -13.3 0 %100 6 M6 Y -13.3 -13.3 0 %100 7 M3 Y -13.3 -13.3 0 %100 Member Distributed Loads (BLC 2 : WL+Y) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M3 Y 62 62 0 %100 2 M6 Y 62 62 0 %100 3 M5 Y 62 62 0 %100 4 M4 Y 62 62 0 %100 5 M2 Y 62 62 0 %100 6 M1 Y 62 62 0 %100 7 M7 Y 62 62 0 %100 Member Distributed Loads (BLC 3 : WLY) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Y -61 -61 0 %100 2 M1 Y -61 -61 0 %100 3 M2 Y -61 -61 0 %100 4 M4 Y -61 -61 0 %100 5 M5 Y -61 -61 0 %100 6 M6 Y -61 -61 0 %100 7 M3 Y -61 -61 0 %100 121 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 Checked By : __________ 5/26/2023 1:26:19 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP4.r3d ]Page 3 Member Distributed Loads (BLC 4 : E) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M7 Z 16.2 16.2 0 %100 2 M1 Z 16.2 16.2 0 %100 3 M2 Z 16.2 16.2 0 %100 4 M4 Z 16.2 16.2 0 %100 5 M5 Z 16.2 16.2 0 %100 6 M6 Z 16.2 16.2 0 %100 7 M3 Z 16.2 16.2 0 %100 Member Distributed Loads (BLC 6 : L) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M5 Y -76 -76 0 %100 2 M1 Y -76 -76 0 %100 3 M2 Y -76 -76 0 %100 4 M7 Y -76 -76 0 %100 5 M3 Y -76 -76 0 %100 6 M4 Y -76 -76 0 %100 7 M6 Y -76 -76 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DL DL -1 7 2 WL+Y WL+Y 7 3 WLY WLY 7 4 E EL 7 5 S SL 6 L LL 7 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 D+L Yes Y DL 1 LL 1 2 D+0.6W Yes Y DL 1 WLY 0.6 3 0.6D+0.6W-Yes Y DL 0.6 WL+Y 0.6 4 (1+0.14Sds)D+0. 7E Yes Y DL 1.15 EL 0.7 5 (1+0.14Sds)D+0.7E-Yes Y DL 1.15 EL -0.7 122 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 Checked By : __________ 5/26/2023 1:26:19 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP4.r3d ]Page 4 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 6 D+S Yes Y DL 1 SL 1 7 D+0.75S+0.45W Yes Y DL 1 SL 0.75 WLY 0.45 8 D+0.75L+0.45W Y DL 1 LL 0.75 WLY 0.45 9 D Y DL 1 10 W Y WLY 1 11 W-Y WL+Y 1 12 S Y SL 1 Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 1 1 N2 0 1.976 0 NC 0 0 2 1 N3 0 3.35 0 NC 0 0 3 1 N5 0 3.457 0 NC 0 0 4 1 N7 0 1.928 0 NC 0 0 5 1 Totals:0 10.711 0 6 1 COG (ft):X: 56.661 Y: 0 Z: 0 7 2 N2 0 1.152 0 NC 0 0 8 2 N3 0 1.954 0 NC 0 0 9 2 N5 0 2.016 0 NC 0 0 10 2 N7 0 1.124 0 NC 0 0 11 2 Totals:0 6.246 0 12 2 COG (ft):X: 56.661 Y: 0 Z: 0 13 3 N2 0 -0.545 0 NC 0 0 14 3 N3 0 -0.925 0 NC 0 0 15 3 N5 0 -0.954 0 NC 0 0 16 3 N7 0 -0.532 0 NC 0 0 17 3 Totals:0 -2.956 0 18 3 COG (ft):X: 56.661 Y: 0 Z: 0 19 4 N2 0 0.445 -0.237 NC 0 0 20 4 N3 0 0.755 -0.402 NC 0 0 21 4 N5 0 0.779 -0.415 NC 0 0 22 4 N7 0 0.434 -0.231 NC 0 0 23 4 Totals:0 2.413 -1.285 24 4 COG (ft):X: 56.661 Y: 0 Z: 0 25 5 N2 0 0.445 0.237 NC 0 0 26 5 N3 0 0.755 0.402 NC 0 0 27 5 N5 0 0.779 0.415 NC 0 0 28 5 N7 0 0.434 0.231 NC 0 0 123 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 Checked By : __________ 5/26/2023 1:26:19 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP4.r3d ]Page 5 Node Reactions (Continued) LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 29 5 Totals:0 2.413 1.285 30 5 COG (ft):X: 56.661 Y: 0 Z: 0 31 6 N2 0 0.387 0 NC 0 0 32 6 N3 0 0.656 0 NC 0 0 33 6 N5 0 0.677 0 NC 0 0 34 6 N7 0 0.378 0 NC 0 0 35 6 Totals:0 2.099 0 36 6 COG (ft):X: 56.661 Y: 0 Z: 0 37 7 N2 0 0.961 0 NC 0 0 38 7 N3 0 1.629 0 NC 0 0 39 7 N5 0 1.681 0 NC 0 0 40 7 N7 0 0.938 0 NC 0 0 41 7 Totals:0 5.209 0 42 7 COG (ft):X: 56.661 Y: 0 Z: 0 Envelope Maximum Member Section Forces Member Axial[k]Loc[ft]LC y Shear[k]Loc[ft]LC z Shear[k]Loc[ft]LC Torque[k-ft]Loc[ft]LC y-y Moment[k-ft]Loc[ft]LC z-z Moment[k-ft]Loc[ft]LC 1 M1 max 0 5.719 7 0.149 5.719 3 0.065 5.719 4 0 5.719 7 0.185 5.719 4 1.546 5.719 1 2 min 0 0 1 -0.541 5.719 1 -0.065 5.719 5 0 0 1 -0.185 5.719 5 -0.427 5.719 3 3 M2 max 0 34 7 1.435 0 1 0.213 34 4 0 34 7 1.122 15.229 5 7.377 34 1 4 min 0 0 1 -1.778 34 1 -0.213 34 5 0 0 1 -1.122 15.229 4 -9.352 15.229 1 5 M3 max 0 5.656 7 1.572 0 1 0.189 0 5 0 5.656 7 0.885 0 4 7.377 0 1 6 min 0 0 1 -0.434 0 3 -0.189 0 4 0 0 1 -0.885 0 5 -2.036 0 3 7 M4 max 0 28.344 7 1.037 0 1 0.197 28.344 4 0 28.344 7 1.029 28.344 4 8.575 28.344 1 8 min 0 0 1 -1.642 28.344 1 -0.197 28.344 5 0 0 1 -1.029 28.344 5 -5.688 10.924 1 9 M5 max 0 5.516 7 1.815 0 1 0.218 0 5 0 5.516 7 1.029 0 4 8.575 0 1 10 min 0 0 1 -0.501 0 3 -0.218 0 4 0 0 1 -1.029 0 5 -2.367 0 3 11 M6 max 0 28.484 7 1.294 0 1 0.168 28.484 4 0 28.484 7 1.063 13.649 5 2.445 13.649 3 12 min 0 0 1 -1.398 28.484 1 -0.168 28.484 5 0 0 1 -1.063 13.649 4 -8.858 13.649 1 13 M7 max 0 5.604 7 0.53 0 1 0.064 0 5 0 5.604 7 0.178 0 4 1.484 0 1 14 min 0 0 1 -0.146 0 3 -0.064 0 4 0 0 1 -0.178 0 5 -0.41 0 3 Nodal Loads and Enforced Displacements No Data to Print... 124 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP4 PURLIN DESIGN-C23F6009A-CP4 Checked By : __________ 5/26/2023 1:26:19 PM RISA-3D Version 20 [ Purlin Design-C23F6009A-CP4.r3d ]Page 6 Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 7 1.066 1 1.631 5 0 7 2.359e-2 5 4.262e-3 3 2 min 0 1 -0.294 3 -1.631 4 0 1 -2.359e-2 4 -1.544e-2 1 3 N2 max 0 7 0 3 0 4 0 7 2.434e-2 5 4.398e-3 3 4 min 0 1 0 1 0 5 0 1 -2.434e-2 4 -1.593e-2 1 5 N3 max 0 7 0 3 0 4 0 7 1.59e-2 4 1.038e-2 1 6 min 0 1 0 1 0 5 0 1 -1.59e-2 5 -2.866e-3 3 7 N4 max 0 7 0.544 1 0.849 5 0 7 1.095e-2 4 7.143e-3 1 8 min 0 1 -0.15 3 -0.849 4 0 1 -1.095e-2 5 -1.972e-3 3 9 N5 max 0 7 0 3 0 4 0 7 2.876e-4 5 4.237e-5 3 10 min 0 1 0 1 0 5 0 1 -2.876e-4 4 -1.535e-4 1 11 N6 max 0 7 0.052 3 0.277 4 0 7 5.978e-3 5 1.069e-3 3 12 min 0 1 -0.19 1 -0.277 5 0 1 -5.978e-3 4 -3.875e-3 1 13 N7 max 0 7 0 3 0 4 0 7 2.042e-2 4 1.341e-2 1 14 min 0 1 0 1 0 5 0 1 -2.042e-2 5 -3.702e-3 3 15 N8 max 0 7 0.876 1 1.337 5 0 7 1.972e-2 4 1.295e-2 1 16 min 0 1 -0.242 3 -1.337 4 0 1 -1.972e-2 5 -3.574e-3 3 Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn 1 M1 12C14 0.212 5.719 1 0.163 5.719 y 1 13.596 50.509 2.609 11.39 3.308 9.219 2.326 F3.1-1 2 M2 12C14 0.956 15.229 1 0.538 34 y 1 13.353 50.509 2.557 9.783 3.308 9.219 1 H1.2-1 3 M3 12C14 0.803 0 1 0.475 0 y 1 13.596 50.509 2.609 11.39 3.308 9.219 1.769 F3.1-1 4 M4 12C14 0.902 28.344 1 0.496 28.344 y 1 13.353 50.509 2.609 11.39 3.308 9.219 1 F3.1-1 5 M5 12C14 0.932 0 1 0.549 0 y 1 13.596 50.509 2.609 11.39 3.308 9.219 1.75 F3.1-1 6 M6 12C14 0.906 13.649 1 0.423 28.484 y 1 13.353 50.509 2.557 9.783 3.308 9.219 1 H1.2-1 7 M7 12C14 0.206 0 1 0.16 0 y 1 13.596 50.509 2.609 11.39 3.308 9.219 2.326 F3.1-1 Material Take-Off Material Size Pieces Length[ft]Weight[K] 1 Cold Formed Steel 2 A653 SS Gr55 12C14 7 113.3 0.591 3 Total CF Steel 7 113.3 0.591 125 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 126 Use 3/4" bracing rods CP5 PURLIN PLANA R10 MATERIAL DESCRIPTION: SEE DETAIL SHEETS: D1 GENERAL DETAILS D2 GENERAL DETAILS D3 GENERAL DETAILS P1 PARTS DETAILS P2 PARTS DETAILS SITE KEY CP1 CP2 CP3 CP4 CP5 N 12 U 1 2 0 F D1 H D1 TYP TYP (80C- GZ) CEE BLOCKING @ 2 POINTS EACH BAY UNLESS NOTED OTHERWISE SEE DETAIL TYP H D1 5'-73 4" PURLIN SPLICE LOCATION G D1 3' - 1 1 " 15 ' - 8 15 16 " 19 ' - 7 15 16 " PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) HIGHSIDE LOWSIDE 1. 5 7 7 : 1 2 7. 4 9 D E G R E E S 11 PV MODULES CASSETTE LENGTH 41'-73 8" 12 U 1 2 0 30'-37 8" 8 PV MODULES CASSETTE LENGTH (6) (12S- ) 0.99" = 12GA (6) (12S- ) 0.99" = 12GA 25'-6"25'-6"10'-55 8"10'-55 8" 71'-1114" (80C- GZ) CEE BLOCKING @ 1 POINTS THIS BAY SEE DETAIL H D1 TYP (80C- GZ) CEE BLOCKING @ 1 POINTS THIS BAY SEE DETAILH D1 TYP 1 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-1 Jul 27, 2023 at 11:58 AM Purlin Design-C23F6009A-CP5.r3d 127 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-2 Jul 27, 2023 at 11:58 AM Purlin Design-C23F6009A-CP5.r3d 128 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-3 Jul 27, 2023 at 11:59 AM Purlin Design-C23F6009A-CP5.r3d 129 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-4 Jul 27, 2023 at 11:59 AM Purlin Design-C23F6009A-CP5.r3d 130 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-5 Jul 27, 2023 at 11:59 AM Purlin Design-C23F6009A-CP5.r3d 131 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-6 Jul 27, 2023 at 12:00 PM Purlin Design-C23F6009A-CP5.r3d 132 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-8 Jul 27, 2023 at 12:00 PM Purlin Design-C23F6009A-CP5.r3d 133 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-9 Jul 27, 2023 at 12:01 PM Purlin Design-C23F6009A-CP5.r3d 134 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-11 Jul 27, 2023 at 12:01 PM Purlin Design-C23F6009A-CP5.r3d 135 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 SK-12 Jul 27, 2023 at 12:01 PM Purlin Design-C23F6009A-CP5.r3d 136 Purlin Design-C23F6009A-CP5. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : 7/27/2023 12:02:11 PM RISA-3D Version 21 [ Purlin Design-C23F6009A-CP5.r3d ]Page 1 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 10.46875 0 0 3 N3 35.96875 0 0 4 N4 40.885417 0 0 5 N5 61.46875 0 0 6 N6 71.9375 0 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad] 1 N2 Reaction Reaction Reaction Fixed 2 N3 Reaction Reaction Reaction Fixed 3 N5 Reaction Reaction Reaction Fixed Cold Formed Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi] 1 A653 SS Gr55 29500 11346 0.3 0.65 0.49 55 65 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 Purlin-9.5C13 9.5C13 Beam CS A653 SS Gr55 Typical 1.481 1.762 19.695 0.004 Cold Formed Steel Design Parameters Label Shape Length [ft]Lb y-y [ft]Lb z-z [ft]Lcomp top [ft]Lcomp bot [ft]L-Torque [ft]Function 1 M1 9.5C14 10.469 Lbyy Lateral 2 M2 9.5C14 25.5 9 25.5 Lbyy 9 9 Lateral 3 M3 9.5C14 4.917 Lbyy Lateral 4 M4 9.5C14 20.583 9 25.5 Lbyy 9 9 Lateral 5 M5 9.5C14 10.469 Lbyy Lateral 137 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : 7/27/2023 12:02:11 PM RISA-3D Version 21 [ Purlin Design-C23F6009A-CP5.r3d ]Page 2 Member Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -13.3 -13.3 0 %100 2 M2 Y -13.3 -13.3 0 %100 3 M4 Y -13.3 -13.3 0 %100 4 M5 Y -13.3 -13.3 0 %100 5 M3 Y -13.3 -13.3 0 %100 Member Distributed Loads (BLC 2 : WL+Y) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M3 Y 62 62 0 %100 2 M5 Y 62 62 0 %100 3 M4 Y 62 62 0 %100 4 M2 Y 62 62 0 %100 5 M1 Y 62 62 0 %100 Member Distributed Loads (BLC 3 : WLY) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -61 -61 0 %100 2 M2 Y -61 -61 0 %100 3 M4 Y -61 -61 0 %100 4 M5 Y -61 -61 0 %100 5 M3 Y -61 -61 0 %100 Member Distributed Loads (BLC 4 : E) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Z 16.2 16.2 0 %100 2 M2 Z 16.2 16.2 0 %100 3 M4 Z 16.2 16.2 0 %100 4 M5 Z 16.2 16.2 0 %100 5 M3 Z 16.2 16.2 0 %100 138 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : 7/27/2023 12:02:11 PM RISA-3D Version 21 [ Purlin Design-C23F6009A-CP5.r3d ]Page 3 Member Distributed Loads (BLC 6 : L) Member Label Direction Start Magnitude [lb/ft, F, ksf, k-ft/ft]End Magnitude [lb/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M5 Y -76 -76 0 %100 2 M1 Y -76 -76 0 %100 3 M2 Y -76 -76 0 %100 4 M3 Y -76 -76 0 %100 5 M4 Y -76 -76 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DL DL -1 5 2 WL+Y WL+Y 5 3 WLY WLY 5 4 E EL 5 5 S SL 6 L LL 5 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 D+L Yes Y DL 1 LL 1 2 D+0.6W Yes Y DL 1 WLY 0.6 3 0.6D+0.6W-Yes Y DL 0.6 WL+Y 0.6 4 (1+0.14Sds)D+0. 7E Yes Y DL 1.15 EL 0.7 5 (1+0.14Sds)D+0.7E-Yes Y DL 1.15 EL -0.7 6 D+S Yes Y DL 1 SL 1 7 D+0.75S+0.45W Yes Y DL 1 SL 0.75 WLY 0.45 8 D+0.75L+0.45W Y DL 1 LL 0.75 WLY 0.45 9 D Y DL 1 10 W Y WLY 1 11 W-Y WL+Y 1 12 S Y SL 1 Envelope Maximum Member Section Forces Member Axial[k]Loc[ft]LC y Shear[k]Loc[ft]LC z Shear[k]Loc[ft]LC Torque[k-ft]Loc[ft]LC y-y Moment[k-ft]Loc[ft]LC z-z Moment[k-ft]Loc[ft]LC 1 M1 max 0 10.469 7 0.279 10.469 3 0.119 10.469 4 0 10.469 7 0.621 10.469 4 5.127 10.469 1 2 min 0 0 1 -0.979 10.469 1 -0.119 10.469 5 0 0 1 -0.621 10.469 5 -1.461 10.469 3 139 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : 7/27/2023 12:02:11 PM RISA-3D Version 21 [ Purlin Design-C23F6009A-CP5.r3d ]Page 4 Envelope Maximum Member Section Forces (Continued) Member Axial[k]Loc[ft]LC y Shear[k]Loc[ft]LC z Shear[k]Loc[ft]LC Torque[k-ft]Loc[ft]LC y-y Moment[k-ft]Loc[ft]LC z-z Moment[k-ft]Loc[ft]LC 3 M2 max 0 25.5 7 1.212 0 1 0.147 0 5 0 25.5 7 0.621 0 4 5.127 0 1 4 min 0 0 1 -1.174 25.5 1 -0.147 0 4 0 0 1 -0.621 0 5 -2.723 13.016 1 5 M3 max 0 4.917 7 1.174 0 1 0.142 0 5 0 4.917 7 0.562 0 4 4.641 0 1 6 min 0 0 1 -0.335 0 3 -0.142 0 4 0 0 1 -0.562 0 5 -1.322 0 3 7 M4 max 0 20.583 7 0.714 0 1 0.147 20.583 4 0 20.583 7 0.621 20.583 4 5.127 20.583 1 8 min 0 0 1 -1.212 20.583 1 -0.147 20.583 5 0 0 1 -0.621 20.583 5 -2.723 7.719 1 9 M5 max 0 10.469 7 0.979 0 1 0.119 0 5 0 10.469 7 0.621 0 4 5.127 0 1 10 min 0 0 1 -0.279 0 3 -0.119 0 4 0 0 1 -0.621 0 5 -1.461 0 3 Nodal Loads and Enforced Displacements No Data to Print... Envelope Node Displacements Node Label X [in]LC Y [in]LC Z [in]LC X Rotation [rad]LC Y Rotation [rad]LC Z Rotation [rad]LC 1 N1 max 0 7 0.143 3 0.663 4 0 7 7.21e-3 4 5.366e-3 1 2 min 0 1 -0.502 1 -0.663 5 0 1 -7.21e-3 5 -1.529e-3 3 3 N2 max 0 7 0 3 0 4 0 7 5.829e-4 5 1.229e-4 3 4 min 0 1 0 1 0 5 0 1 -5.829e-4 4 -4.311e-4 1 5 N3 max 0 7 0 3 0 4 0 7 1.485e-3 4 1.107e-3 1 6 min 0 1 0 1 0 5 0 1 -1.485e-3 5 -3.155e-4 3 7 N4 max 0 7 0.023 3 0.098 4 0 7 3.08e-3 5 6.524e-4 3 8 min 0 1 -0.08 1 -0.098 5 0 1 -3.08e-3 4 -2.289e-3 1 9 N5 max 0 7 0 3 0 4 0 7 1.177e-4 5 1.693e-5 3 10 min 0 1 0 1 0 5 0 1 -1.177e-4 4 -5.942e-5 1 11 N6 max 0 7 0.161 3 0.751 4 0 7 7.91e-3 5 1.669e-3 3 12 min 0 1 -0.564 1 -0.751 5 0 1 -7.91e-3 4 -5.857e-3 1 Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]Dir LC Pn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn 1 M1 9.5C14 0.698 10.469 1 0.231 10.469 y 1 10.264 41.266 1.71 7.346 4.242 7.27 2.326 H1.2-1 2 M2 9.5C14 0.726 0 1 0.286 0 y 1 10.988 41.266 1.785 7.061 4.242 7.27 1 H1.2-1 3 M3 9.5C14 0.632 0 1 0.277 0 y 1 19.02 41.266 1.921 7.346 4.242 7.27 1.79 H1.2-1 4 M4 9.5C14 0.726 20.583 1 0.286 20.583 y 1 10.988 41.266 1.785 7.061 4.242 7.27 1 H1.2-1 5 M5 9.5C14 0.698 0 1 0.231 0 y 1 10.264 41.266 1.71 7.346 4.242 7.27 2.326 H1.2-1 140 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Company Designer Job Number Model Name : : : : CBC Steel Buildings Alaa Al-Sammari C23F6009A-CP2 PURLIN DESIGN-C23F6009A-CP2 Checked By : 7/27/2023 12:02:11 PM RISA-3D Version 21 [ Purlin Design-C23F6009A-CP5.r3d ]Page 5 Material Take-Off Material Size Pieces Length[ft]Weight[K] 1 Cold Formed Steel 2 A653 SS Gr55 9.5C14 5 71.9 0.307 3 Total CF Steel 5 71.9 0.307 141 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SECTION 7 FRAMES 142 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 FRAME INFORMATION The primary force resisting system in a metal building may be composed of moment frames or braced frames. Typically, these frames are designed with pin base assumptions unless otherwise specified by the EOR or required by design. Additional metal building assumptions in frame design include member unbraced lengths being taken between points of purlin/girt flange bracing, roof and wall panel diaphragm capacity being neglected, and moment connections being designed for the maximum moment and corresponding shear that can be transferred to the connection by the system for seismic applications. Frame inputs shown include the design code, occupancy, associated environmental loading, seismic loading, any component loading (e.g., crane, mezzanine, eave ext., etc.), and applicable load combinations. Frame outputs shown include the controlling load combination, associated controlling loads, and unity checks for members and connections, as well as the serviceability, elastic, and story drift deflections. Frame analysis is done through proprietary software to analyze in plane web tapered elements. Figure 2: Basic Cross-Section of a Clear Span Rigid Frame 143 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 144 * H.S.B. ASSEMBLY: (1) ASTM F3125 GR-A325 BOLT (1) A563 NUT (LUBRICATED) (1) F436 WASHER UNDER TURNING ELEMENT CP1 CROSS SECTIONA C1 10 ' - 0 " C L E A R H E I G H T N.S.S. REF. ELEV. = +0'-0" @ ALL FRAME LINES * LEVEL W/HORIZON ELEV. = +10'-0" @ BOT OF RAFTER MIN. ELEV. = +11'-0 14" @ TOP OF COLUMN RAFTER: B.U. COLUMN: B.U. E D1 SEE ANCHOR BOLT PLAN FOR COLUMN BASE PLATE ELEVATIONS 12 1.577 (7.49 DEGREES) TYP PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) B D1 C S2 TYP FBC SEE FOUNDATION DRAWINGS FOR FOUNDATION DESIGN (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S.) (TYP) * N.S.S. REFERENCE ELEVATION IS NOT BASED ON SITE SPECIFIC SURVEY. ALL DIMENSIONS SHOWN ARE BASED ON GRADE LEVEL WITH HORIZON. CUSTOMER MUST CONSIDER UNEVEN GRADE AND THE GRADE'S IMPACT ON VERTICAL CLEARANCE. CUSTOMER MUST CONSIDER GRADE AND SPECIFY REQ'D COLUMN HEIGHT/VERTICAL CLEAR. 11 ' - 7 7 8" L O W S I D E E A V E H E I G H T C D1 3'-11" 4'-95 8"2'-89 16"4'-95 8"2'-8916"4'-95 8"19'-10" (TOP FLANGE) 3'-91516"15'-10" 19'-71516" OUT TO OUT OF RAFTER FLANGE 11 ' - 0 14" T O P O F C O L U M N BASE PLATE SEE DETAIL B A1 14 ' - 2 7 8" H I G H S I D E E A V E H E I G H T FBC B C1 12 ' - 7 116 " C L E A R H E I G H T NDPLATE E DETAIL 11'-0"12'-7 7/8" 12'-01/4" 13'-7 1/16" 15'-2 7/8" 10/30/2023 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Frame Wt: 1865 Max Wind dx: H/108 Max dx: H/26 Max dy: L/123 Location Code Left Plate Right Plate Bolt Quantity-Diameter Pfi/Pf Top Welds (L/R) Bottom Welds (L/R) Web Welds (L/R) Connection Code Pb/Gage 1 P NA 6x0.375 4-0.750 3.500/NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 2 - - - - - - - 3x0.250 3 - - - 5x1.000 W1-FWS3 W3-FWS5 W4-FWS3 - - 4 M NA 12x0.375 4-0.750 NA FWS4 FWS4 FWR3 BHFCNA 3.000/3.000 5 M 2-0x0.000 0x0.000 8-0.000-S 0.000/0.000 BAD/BAD BAD/BAD BAD/BAD CHFCNA - 6 P NA 6x0.375 4-0.750 3.500/NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 7 - - - - - - - 3x0.250 8 - - - 5x1.000 W1-FWS3 W3-FWS5 W4-FWS3 - - 9 M 6x0.375 8x0.500 8-0.625-S 1.188/3.500 FWD3/FWD3 FWD3/FWD3 WP13/WP13 KVEUEU NA/3.500 10 - - - - - - - - - 11 - - - - - - - - - 12 - - - - - - - - - 13 M 8x0.500 6x0.375 8-0.625-S 1.188/4.125 FWD3/FWD3 FWD3/FWD3 WP13/WP13 HVEUEU NA/3.500 Total Width: 22.50 Right Girt Offset: 0.0 Right Eave Height: 15.54 Left Girt Offset: 0.0 Left Eave Height: 12.60 Purlin Offset: 9.5 Projected Area: 48 11.18 12.05 13.79 1 12.00 F5.25 W150 F5.25 15.12 2 12.00 W1503 COL01 120.00"4 14.75 F12.63 W188 F12.63 145.58 5 14.75 COL02 6 12.00 F5.25 W150 F5.25 10.52 7 12.00 W150 8 COL03 156.00" C 184 24 38 2 2 9 8.00 134.15 F8.50 W188 F8.50 10 18.20 CT 63.12 F8.50 W188 F8.50 11 23.00 30.00 F8.50 W188 F8.50 12 14.15 CT 20.83 F8.50 W188 F8.50 RAF01 13 8.00 12.00 1.57 Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flange Horizontal Tail Dim. 17.30 5.20 145 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NUCOR BUILDINGS GROUP Job # : C23F6009A Job Name : Samueli Academy - BP-CP1 Frame : FL1-FL7 Date : 5/30/2023 Designer : BG\Alaa.Al-Sammari File : F01.nfr App Version : 1.7.91.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RMS Frame width : 22.50 Ft. Bay width : 34.00 Ft. LEFT RIGHT Dim to ridge : 22.50 Ft. 0.00 Ft. Roof slope : 1.57/12 0.00/12 Eave height : 12.60 Ft. 15.54 Ft. Girt offset : 0.00 In. 0.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 17.3000,5.2000 Supports / Spring Constants COL01 - COL02 - Bottom V H R COL03 - Column Bracing: WP1 Girt Brace : Flange Brace : Location (ft): WP2 Girt Brace : Flange Brace : Location (ft): Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2021 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 5.00 Roof Coll load : 0.00 Roof Live load : 12.00 Roof Snow load : 0.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 0.00 Ce = 1.00 Ss = 1.329 S1 = 0.473 Seismic Design Category = D Site Class = D R = 1.25 Cd = 1.25 Sds = 1.063 Sd1 = 0.576 rho = 1.30 omega = 1.250 Is Building Irregular = False Roof Seismic Factor : 0.851 PSF Floor Seismic Factor : 0.851 PSF Wind speed : 95.00 Mph Exp. : B Wind pressure : 11.39 Psf Building is Open Flow Condition = Unknown Surface Area of Frame = 48.2 ft2 Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.750 1.020 0.255 1.020 0.255 -0.750 W1L -0.750 0.255 1.020 0.255 1.020 0.750 W2R 0.750 -0.935 -0.085 -0.935 -0.085 -0.750 W2L -0.750 -0.085 -0.935 -0.085 -0.935 0.750 W3R 0.750 -0.425 -1.020 -0.425 -1.020 -0.750 W3L -0.750 -1.020 -0.425 -1.020 -0.425 0.750 W4R 0.750 -0.935 -0.510 -0.935 -0.510 -0.750 W4L -0.750 -0.510 -0.935 -0.510 -0.935 0.750 W5B -0.750 0.000 -0.510 -0.510 0.000 -0.750 W6B -0.750 0.000 0.425 0.425 0.000 -0.750 W7B -0.750 0.000 -0.765 -0.765 0.000 -0.750 Tributary Widths Panel Trib. Width (ft) WP1 34.00 WP2 34.00 RP1 34.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- 146 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.170 -0.170 0.000 22.500 RLL RP1 -0.408 -0.408 0.000 22.500 W1R RP1 0.395 0.395 0.000 11.250 W1R RP1 0.099 0.099 11.250 22.500 W1R WP1 0.290 0.290 11.600 12.600 W1R WP2 0.290 0.290 14.540 15.544 W1L RP1 0.099 0.099 0.000 11.250 W1L RP1 0.395 0.395 11.250 22.500 W1L WP1 -0.290 -0.290 11.600 12.600 W1L WP2 -0.290 -0.290 14.540 15.544 W2R RP1 -0.362 -0.362 0.000 11.250 W2R RP1 -0.033 -0.033 11.250 22.500 W2R WP1 0.290 0.290 11.600 12.600 W2R WP2 0.290 0.290 14.540 15.544 W2L RP1 -0.033 -0.033 0.000 11.250 W2L RP1 -0.362 -0.362 11.250 22.500 W2L WP1 -0.290 -0.290 11.600 12.600 W2L WP2 -0.290 -0.290 14.540 15.544 W3R RP1 -0.165 -0.165 0.000 11.250 W3R RP1 -0.395 -0.395 11.250 22.500 W3R WP1 0.290 0.290 11.600 12.600 W3R WP2 0.290 0.290 14.540 15.544 W3L RP1 -0.395 -0.395 0.000 11.250 W3L RP1 -0.165 -0.165 11.250 22.500 W3L WP1 -0.290 -0.290 11.600 12.600 W3L WP2 -0.290 -0.290 14.540 15.544 W4R RP1 -0.362 -0.362 0.000 11.250 W4R RP1 -0.198 -0.198 11.250 22.500 W4R WP1 0.290 0.290 11.600 12.600 W4R WP2 0.290 0.290 14.540 15.544 W4L RP1 -0.198 -0.198 0.000 11.250 W4L RP1 -0.362 -0.362 11.250 22.500 W4L WP1 -0.290 -0.290 11.600 12.600 W4L WP2 -0.290 -0.290 14.540 15.544 W5B RP1 -0.198 -0.198 0.000 22.500 W5B WP1 -0.290 -0.290 11.600 12.600 W5B WP2 0.290 0.290 14.540 15.544 W6B RP1 0.165 0.165 0.000 22.500 W6B WP1 -0.290 -0.290 11.600 12.600 W6B WP2 0.290 0.290 14.540 15.544 W7B RP1 -0.296 -0.296 0.000 22.500 W7B WP1 -0.290 -0.290 11.600 12.600 W7B WP2 0.290 0.290 14.540 15.544 EQR RP1 0.260 0.260 0.000 22.500 EQL RP1 -0.260 -0.260 0.000 22.500 RL1 RP1 -0.408 -0.408 0.000 17.300 RL2 RP1 -0.408 -0.408 17.300 22.500 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description BWF COL02 0.000 0.000 -1.200 0.000 0.500 Long. Bracing-2 COL02 BWB COL02 0.000 0.000 1.200 0.000 11.648 Long. Bracing-2 COL02 EQB COL02 0.000 0.000 4.700 0.000 11.648 Long. Bracing-2 COL02 EQF COL02 0.000 0.000 -4.700 0.000 0.500 Long. Bracing-2 COL02 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+NLL 2) 1.00 SW+RDL+NLR 3) 1.00 SW+RDL+RLL+NLL 4) 1.00 SW+RDL+RLL+NLR 5) 1.00 SW+RDL+0.60W1L 6) 1.00 SW+RDL+0.60W2L 7) 1.00 SW+RDL+0.60W3L 8) 1.00 SW+RDL+0.60W4L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R+NLL 11) 1.00 SW+RDL+0.60W2R+NLR 12) 1.00 SW+RDL+0.60W3R 13) 1.00 SW+RDL+0.60W4R 14) 1.00 0.60SW+0.60RDL+0.60W1L 15) 1.00 0.60SW+0.60RDL+0.60W2L 16) 1.00 0.60SW+0.60RDL+0.60W3L 17) 1.00 0.60SW+0.60RDL+0.60W4L 18) 1.00 0.60SW+0.60RDL+0.60W1R 19) 1.00 0.60SW+0.60RDL+0.60W2R+NLL 20) 1.00 0.60SW+0.60RDL+0.60W2R+NLR 21) 1.00 0.60SW+0.60RDL+0.60W3R 22) 1.00 0.60SW+0.60RDL+0.60W4R 23) 1.00 SW+RDL+0.00RLL+0.45W1L 24) 1.00 SW+RDL+0.00RLL+0.45W2L 25) 1.00 SW+RDL+0.00RLL+0.45W3L 26) 1.00 SW+RDL+0.00RLL+0.45W4L 27) 1.00 SW+RDL+0.00RLL+0.45W1R 28) 1.00 SW+RDL+0.00RLL+0.45W2R+NLL 29) 1.00 SW+RDL+0.00RLL+0.45W2R+NLR 30) 1.00 SW+RDL+0.00RLL+0.45W3R 31) 1.00 SW+RDL+0.00RLL+0.45W4R 32) 1.00 SW+RDL+0.60W5B 33) 1.00 SW+RDL+0.60W6B 34) 1.00 SW+RDL+0.60W7B 35) 1.00 0.60SW+0.60RDL+0.60W5B 36) 1.00 0.60SW+0.60RDL+0.60W6B 37) 1.00 0.60SW+0.60RDL+0.60W7B 38) 1.00 SW+RDL+0.00RLL+0.45W5B 39) 1.00 SW+RDL+0.00RLL+0.45W6B 147 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 40) 1.00 SW+RDL+0.00RLL+0.45W7B 41) 1.00 SW+RDL+RL1+NLL 42) 1.00 SW+RDL+RL1+NLR 43) 1.00 SW+RDL+RL2+NLL 44) 1.00 SW+RDL+RL2+NLR 45) 1.00 1.15SW+1.15RDL+0.91EQL 46) 1.00 1.15SW+1.15RDL+0.91EQR 47) 1.00 1.11SW+1.11RDL+0.68EQL 48) 1.00 1.11SW+1.11RDL+0.68EQR 49) 1.00 0.45SW+0.45RDL+0.91EQL 50) 1.00 0.45SW+0.45RDL+0.91EQR 51) 1.00 1.11SW+1.11RDL+0.68EQB+NLL 52) 1.00 1.11SW+1.11RDL+0.68EQB+NLR 53) 1.00 1.11SW+1.11RDL+0.68EQF+NLL 54) 1.00 1.11SW+1.11RDL+0.68EQF+NLR 55) 1.00 0.45SW+0.45RDL+0.91EQL 56) 1.00 0.45SW+0.45RDL+0.91EQR 57) 1.00 0.45SW+0.45RDL+0.91EQB+NLL 58) 1.00 0.45SW+0.45RDL+0.91EQB+NLR 59) 1.00 0.45SW+0.45RDL+0.91EQF+NLL 60) 1.00 0.45SW+0.45RDL+0.91EQF+NLR 148 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Job : C23F6009A Samueli Academy - BP-CP1 NUCOR BUILDINGS GROUP Date: 05-30-23 Page: 1 Frame: FL1-FL7 By : BG\Alaa.Al-Sammari File: F01 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.50 W188 41 4 0.6 0.00 -46.4 0.19 0.19 0.19 41 4 -6.19 0.15 0.38 0.38 2 F8.50 F8.50 W188 3 7 1.0 0.00 -94.4 0.31 0.37 0.36 3 6b -10.63 0.26 0.43 0.43 3 F8.50 F8.50 W188 44 8 -0.8 0.00 -8.1 0.03 0.03 0.03 4 9 2.93 0.07 0.18 0.18 4 F8.50 F8.50 W188 9 10 0.1 0.00 -0.2 0.00 0.00 0.00 10 10 0.14 0.00 0.01 0.01 Chkpt 1 4 5 7 8 9 10 11 Depth 9.00 19.20 24.00 15.15 9.00 Section | 1 | 2 | 3 | 4 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 46 13 0.0 0.00 -0.0 0.00 0.00 0.00 41 13 -0.00 0.00 0.00 0.00 Chkpt 12 13 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.63 F12.63 W188 45 14 -6.3 0.01 101.2 0.30 0.29 0.31 45 14 -5.38 0.13 0.33 0.33 Chkpt 14 19 Depth 16.00 16.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.6250 55.00 | Web | 0.1875 55.00 | B/R Flg | 12.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 46 21 0.0 0.00 -0.0 0.00 0.00 0.00 47 21 -0.00 0.00 0.00 0.00 Chkpt 20 21 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 1538 Deflections (in): 10 yr Wind dx = 0.14 = H/ 108 WIND CASE 2 TO RIGHT Seismic dx = 0.30 = H/ 51 SEISMIC TO RIGHT Story Drift = 0.38 = 0.025H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.15SW+1.15RDL+0.91EQL Stability Ratio = 0.06 1.15SW+1.15RDL+0.91EQL Fundamental Period = 0.1700 Single Story Period Maximum dx = -0.59 = H/ 26 SW+RDL+RL1 Maximum dy = -1.64 = L/ 123 @ MOD 1, SW+RDL+RL1 Max. Live dy = -1.04 = L/ 193 @ MOD 1, LIVE ON LEFT AND RIGHT 149 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NUCOR BUILDINGS GROUP Job #:C23F6009A Job Name :Samueli Academy -BP-CP1 Frame :FL1-FL7 File :F01.nfr Designer :BG\Alaa.Al-Sammari App Version :1.7.91.0 Date :5/30/2023 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension Method : TurnOfNut PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 4E 4E COL01 To RAF01 Top 8.00 6.00 0.38 14.94 55.0 8.00 0.50 14.94 55.0 1 4E 4E COL01 To RAF01 Bot 8.00 6.00 0.38 14.94 55.0 8.00 0.50 14.94 55.0 2 4E 4E RAF01 To COL03 Top 8.00 8.00 0.50 16.19 55.0 6.00 0.38 16.19 55.0 2 4E 4E RAF01 To COL03 Bot 8.00 8.00 0.50 16.19 55.0 6.00 0.38 16.19 55.0 3 6E 6E COL02 To RAF01 Top 14.75 12.00 1.00 22.52 55.0 8.00 0.50 22.52 55.0 3 6E 6E COL02 To RAF01 Bot 14.75 12.00 1.00 22.52 55.0 8.00 0.50 22.52 55.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 4E 4E Top 2 0.00 -1.46 -1.46 13 0.25 0.30 0.13 0.06 0.03 1 4E 4E Bot 16 -0.11 0.25 0.44 36 0.00 -1.46 -1.45 0.02 0.01 2 4E 4E Top 7 0.17 0.04 -0.03 22 -0.13 0.04 -0.01 0.00 0.00 2 4E 4E Bot 18 0.18 0.02 -0.02 39 0.00 0.04 -0.02 0.00 0.00 3 6E 6E Top 13 0.92 -0.84 -14.12 38 -5.47 -5.38 35.95 0.03 0.17 3 6E 6E Bot 36 -11.85 -0.04 91.66 13 0.92 -0.84 -14.12 0.15 0.97 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 4E 4E Top A325 Yes 0.63 3.50 --1.19 1.35 3.50 --1.13 2 0.00 -1.46 0.04 0.04 1 4E 4E Bot A325 Yes 0.63 3.50 --1.19 2.06 3.50 --1.13 16 -0.11 0.44 0.01 0.01 2 4E 4E Top A325 Yes 0.63 3.50 --1.19 2.50 4.13 --1.13 7 0.17 -0.03 0.00 0.00 2 4E 4E Bot A325 Yes 0.63 3.50 --1.19 2.17 4.13 --1.13 18 0.18 -0.02 0.00 0.00 3 6E 6E Top A490 Yes 1.00 3.50 --1.50 1.44 3.63 3.00 1.75 13 0.92 -14.12 0.05 0.05 3 6E 6E Bot A490 Yes 1.00 3.50 --1.50 1.55 3.63 3.00 1.75 36 -11.85 91.66 0.27 0.37 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 4E 4E Top A325 Yes 0.63 3.50 --1.19 1.35 3.50 --1.13 13 0.30 0.01 0.01 1 4E 4E Bot A325 Yes 0.63 3.50 --1.19 2.06 3.50 --1.13 36 -1.46 0.04 0.04 2 4E 4E Top A325 Yes 0.63 3.50 --1.19 2.50 4.13 --1.13 22 0.04 0.00 0.00 2 4E 4E Bot A325 Yes 0.63 3.50 --1.19 2.17 4.13 --1.13 39 0.04 0.00 0.00 3 6E 6E Top A490 Yes 1.00 3.50 --1.50 1.44 3.63 3.00 1.75 38 -5.38 0.03 0.03 3 6E 6E Bot A490 Yes 1.00 3.50 --1.50 1.55 3.63 3.00 1.75 13 -0.84 0.01 0.01 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD3 WP13 2 0.04 13 0.02 FWD3 WP13 2 0.02 13 0.02 1 Bot FWD3 WP13 16 0.01 36 0.11 FWD3 WP13 16 0.01 36 0.09 2 Top FWD3 WP13 7 0.00 22 0.00 FWD3 WP13 7 0.00 22 0.00 2 Bot FWD3 WP13 18 0.00 39 0.00 FWD3 WP13 18 0.00 39 0.00 150 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 3 Top CJP1 FWD5 13 0.04 38 0.18 CJP1 FWD5 13 0.15 38 0.18 3 Bot CJP1 FWD5 36 0.23 13 0.03 CJP1 FWD5 36 0.86 13 0.03 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) : NG Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 12.500 6 0.375 12.5000 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Centered 16.000 12 0.375 16.0000 55 4 0.75 Grade36 3.5 3 3 COL03 WF/BU Right 12.500 6 0.375 12.5000 55 4 0.75 Grade36 3.5 3 3 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 12 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 COL02 2 -14.70 -0.03 0.00 0.05 32 0.71 -0.52 0.00 0.27 COL03 38 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 11 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0 36 0.00 0.00 0.00 0 COL02 32 0.71 -0.52 0.00 0.02 38 -6.30 -5.38 0.00 0.23 32 0.71 -0.52 0.00 0.02 38 -6.30 -5.38 0.00 0.23 COL03 40 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0 40 0.00 0.00 0.00 0 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 11 0.00 0.00 0.00 0.00 FWR3 36 0.00 0.00 0.00 0.00 FWS3 11 0.00 0.00 0.00 0.00 COL02 FWS4 48 -2.47 -0.01 4.28 0.05 FWR3 38 -6.30 -5.38 0.00 0.13 FWS4 48 -2.47 -0.01 4.28 0.05 COL03 FWS3 40 0.00 0.00 0.00 0.00 FWR3 40 0.00 0.00 0.00 0.00 FWS3 40 0.00 0.00 0.00 0.00 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL 2 1.00 1.00SW+1.00RDL+1.00RLL 3 1.00 1.00SW+1.00RDL+0.60W1L 4 1.00 1.00SW+1.00RDL+0.60W2L 5 1.00 1.00SW+1.00RDL+0.60W3L 6 1.00 1.00SW+1.00RDL+0.60W4L 7 1.00 1.00SW+1.00RDL+0.60W1R 8 1.00 1.00SW+1.00RDL+0.60W2R 9 1.00 1.00SW+1.00RDL+0.60W3R 10 1.00 1.00SW+1.00RDL+0.60W4R 11 1.00 0.60SW+0.60RDL+0.60W1L 12 1.00 0.60SW+0.60RDL+0.60W2L 13 1.00 0.60SW+0.60RDL+0.60W3L 151 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 LOAD COMBINATIONS: No ASR Combination 14 1.00 0.60SW+0.60RDL+0.60W4L 15 1.00 0.60SW+0.60RDL+0.60W1R 16 1.00 0.60SW+0.60RDL+0.60W2R 17 1.00 0.60SW+0.60RDL+0.60W3R 18 1.00 0.60SW+0.60RDL+0.60W4R 19 1.00 1.00SW+1.00RDL+0.00RLL+0.45W1L 20 1.00 1.00SW+1.00RDL+0.00RLL+0.45W2L 21 1.00 1.00SW+1.00RDL+0.00RLL+0.45W3L 22 1.00 1.00SW+1.00RDL+0.00RLL+0.45W4L 23 1.00 1.00SW+1.00RDL+0.00RLL+0.45W1R 24 1.00 1.00SW+1.00RDL+0.00RLL+0.45W2R 25 1.00 1.00SW+1.00RDL+0.00RLL+0.45W3R 26 1.00 1.00SW+1.00RDL+0.00RLL+0.45W4R 27 1.00 1.00SW+1.00RDL+0.60W5B 28 1.00 1.00SW+1.00RDL+0.60W6B 29 1.00 1.00SW+1.00RDL+0.60W7B 30 1.00 0.60SW+0.60RDL+0.60W5B 31 1.00 0.60SW+0.60RDL+0.60W6B 32 1.00 0.60SW+0.60RDL+0.60W7B 33 1.00 1.00SW+1.00RDL+0.00RLL+0.45W5B 34 1.00 1.00SW+1.00RDL+0.00RLL+0.45W6B 35 1.00 1.00SW+1.00RDL+0.00RLL+0.45W7B 36 1.00 1.00SW+1.00RDL+1.00RL1 37 1.00 1.00SW+1.00RDL+1.00RL2 38 1.00 1.149SW+1.149RDL+0.91EQL 39 1.00 1.149SW+1.149RDL+0.91EQR 40 1.00 1.112SW+1.112RDL+0.682EQL 41 1.00 1.112SW+1.112RDL+0.682EQR 42 1.00 0.448SW+0.448RDL+0.91EQL 43 1.00 0.448SW+0.448RDL+0.91EQR 44 1.00 1.112SW+1.112RDL+0.682EQB 45 1.00 1.112SW+1.112RDL+0.682EQF 46 1.00 0.448SW+0.448RDL+0.91EQL 47 1.00 0.448SW+0.448RDL+0.91EQR 48 1.00 0.448SW+0.448RDL+0.91EQB 49 1.00 0.448SW+0.448RDL+0.91EQF 152 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : BEAM-COLUMN S.S. (AISC 15th Edition)Date : MAIN REPORT: DESIGN SUMMARY Version: 2018.09.12 (Date: 09/12/18) By NBG-GS Span and Loading Conditions Column Rafter Remarks Member Length Lbx ft.14.00 17.30 Assumes Lbx = L Unbraced Length - Minor Lby ft.14.00 8.00 FALSE FALSE <= See cell comment & Chapter G. a in.<= See cell comment & Section G2. Cb 1.000 1.000 <= See cell comment Kx 1.000 1.000 Ky 1.000 1.000 Kz 1.000 1.000 <= See cell comment Section Geometry Select Wide-flange or Built-up Section:BU BU Section Description:BU16x60 BU24x42 Total Depth d in.16.000 24.000 Web Thickness tw in.0.188 0.188 Outside Flange Width bof in.12.000 8.000 Outside Flange Thickness tof in.0.625 0.500 Inside Flange Width bif in.12.000 8.000 Inside Flange Thickness tif in.0.625 0.500 Material Information Material Strength Fy ksi 55 55 Elastic Modulus E ksi 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 Web Yield Strength Fyw ksi 55 55 Ultimate Strength Fu ksi 70 70 Applied Loads Factor of Safety (Allowable Stress Factor)Sf 1.000 1.000 Slender Ratio (y-axis) [KyLy/ry ≤ 200] Axial (compression => + pos., tension => - neg.)Pa kips 6.300 1.000 Shear (absolute value)Vx kips 5.380 10.630 Major Axis (x-axis) Moment (outside flange in compression => + pos.)Mx ft-kip 101.200 94.400 Shear (absolute value)Vy kips 4.300 4.300 Minor Axis (y-axis) Moment (absolute value)My ft-kip 60.200 26.015 Design Results:OK OK Remarks ASD Combined Strength Ratio CSR 0.850 0.935 Eq. H1-1a or H1-1b ASD Shear Strength Ratio (x-axis)Vrx/Vcx 0.133 0.262 Major Axis (x-axis) ASD Shear Strength Ratio (y-axis)Vry/Vcy 0.015 0.027 Minor Axis (y-axis) Deflection Results (Major-axis)OK OK Remarks Deflection Limits (about x-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about x-axis)Dmax in.1.867 in.2.307 in. Dx-axis in.0.131 in.0.135 in.Dx-axis ≤ Dmax Deflection Results (Minor-axis)OK OK Remarks Deflection Limits (about y-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about y-axis)Dmax in.1.867 in.2.307 in. Dy-axis in.0.407 in.1.132 in.Dy-axis ≤ Dmax C23F6009A Samueli Academy - BP-CP1 AA 6/1/2023 Member Deflection (about x-axis) Member Deflection (about y-axis) ASD Kz Factor GENERAL INFORMATION (Enter Data In Gray Shaded Cells!) Ky Factor Consideration of Tension Field Action for Shear Clear Distance between Transverse Stiffeners Lateral-torsional buckling factor Kx Factor Enter WF-Section: Applied Loading includes second order effects. 153 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : General Information: Design Method, (ASD / LRFD):ASD Allowable Stress Ratio, ASR:1.00 Applied Loads: Required Axial Strength, P r :-11.850 kips. Required Shear Strength, V r :5.380 kips. Required Moment Strength, M r :91.660 ft-kips. Required Column Axial Strength, P rc:kips. Bolt Information: Bolt Material:A325 Bolt Diameter, d b :¾"ø Pretensioned? Bolt Dimensions: Bolt Gage, g :3.5 in. Bolt Dimension, P fi :1.25 in. Bolt Dimension, P b :4 in. Bolt Spacing, S :--in. Section Geometry:Rafter Beam Slope:1.57:12 Column Section Designation:BU Section BU Section Web Depth, d w : (WF = Total Depth, d )23.0 in.14.75 in. Web Thickness, t w :0.375 in.0.1875 in. Flange Width, b f :8.0 in.12.0 in. Outside Flange Thickness, t of :0.5 in.0.625 in. Inside Flange Thickness, t if :0.75 in.0.625 in. Column Stiffener Information: Stiffener Designation:F4.50 Beam-To-Col.Beam-To-Beam Stiffener to Web Weld:FWS3 End-Plate Information: Plate Width, b p :8.0 in.Plate Width, b p :12.0 in. Plate Thickness, t p :0.75 in.Plate Thickness, t p :0.75 in. Plate Yield Strength, F py :55.0 ksi.Plate Yield Strength, F py :55.0 ksi. tp required for "Thick Plate" behavior:0.5109 in.tp required for "Thick Plate" behavior:0.46 in. Weld Information:Weld Information: Plate Flange Weld:FWD3 Plate Flange Weld:FWD4 Plate Web Weld:FWS4 Plate Web Weld:WP13 End-Plate Stiffener Information:End-Plate Stiffener Information: Stiffener Designation:None Stiffener Designation:None Stiffener Weld:None Stiffener Weld:None Stiffener Length:--in.Stiffener Length:--in. Design Results OK Warnings Plate Yield Ratio (Left End-Plate):0.417 Plate Yield Ratio (Right End-Plate):0.345 Bolt Tension & Shear Ratio:0.802 Beam Weld Ratio (Left End-Plate):0.747 Beam Weld Ratio (Right End-Plate):0.497 Stiffener Ratio (Left End-Plate):-- Stiffener Ratio (Right End-Plate):-- Column Stiffener Ratio:0.750 Column Web Panel Zone Shear:0.425 Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) C23F6009A Samueli Academy - BP-CP1 AA 6/1/2023 Check Box if Yes 154 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) C23F6009A Samueli Academy - BP-CP1 AA 6/1/2023 Samueli Academy - BP-CP1 General Dimensions: Standard Bolt Dimensions: Number of Bolts, n:8 Bolt Diameter, d b :¾"ø, A325 Bolt Gage, g :3.5 in. Bolt Dimension, P fi :1.25 in. Bolt Dimension, P fo :1.9181 in. Bolt Dimension, S:--in. Minimum Edge Distance, d e :1.25 in. Maximum Flange Thickness, t f, max :0.8319 in. Distance from nth bolt row to center of end-plate, x n : Distance from outside row, x 0 :10.1879 in. Distance from 1st interior row, x 1 :6.1879 in. Distance from 2nd interior row, x 2 :in. Distance from 3rd interior row, x 3 :in. Left and Right Connection Plate Dimensions: Left Inside Flange Width:8 in.Right End-Plate Width, bp:12 in. Left Inside Flange Thickness:0.75 in.Right End-Plate Thickness, tp:0.75 in. Column Stiffener to Flange Weld:FWD3 Right End-Plate Flange Weld:FWD4 Column Web to Flange Weld:FWS4 Right End-Plate Web Weld:WP13 End-Plate Length, l p :22.0 in.End-Plate Length, l p :22.0 in. Column Stiffener Designation:F4.50 Column Stiffener to Web Weld:FWS3 End-Plate Stiffener Information: Additional Column Stiffener:None Right End-Plate Stiffener:None Additional Column Stiffener Weld:None Right End-Plate Stiffener Weld:None Additional Column Stiffener Length:--in.Right End-Plate Stiffener Length:--in. 155 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 156 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 157 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 158 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 159 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 160 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 161 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 162 B. ASSEMBLY: STM F3125 GR-A325 BOLT 563 NUT (LUBRICATED) 436 WASHER UNDER URNING ELEMENT CP2, CP3 & CP4 CROSS SECTIONA C2 N.S.S. REF. ELEV. = +0'-0" @ ALL FRAME LINES * LEVEL W/HORIZON ELEV. = +11'-0" @ BOT OF PLATE RAFTER: B.U. COLUMN: B.U. E D1 SEE ANCHOR BOLT PLAN FOR COLUMN BASE PLATE ELEVATIONS TYP PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) B D1 C S2TYP SEE FOUNDATION DRAWINGS FOR FOUNDATION DESIGN (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S.) (TYP) * N.S.S. REFERENCE ELEVATION IS NOT BASED ON SITE SPECIFIC SURVEY. ALL DIMENSIONS SHOWN ARE BASED ON GRADE LEVEL WITH HORIZON. CUSTOMER MUST CONSIDER UNEVEN GRADE AND THE GRADE'S IMPACT ON VERTICAL CLEARANCE. CUSTOMER MUST CONSIDER GRADE AND SPECIFY REQ'D COLUMN HEIGHT/VERTICAL CLEAR. C D1 OUT TO OUT OF RAFTER FLANGE BASE PLATE SEE DETAIL B A1 16 ' - 2 7 8" H I G H S I D E E A V E H E I G H T FBC 4'-95 8"2'-8916"4'-95 8"2'-8916"4'-95 8"19'-10" (TOP FLANGE) 12 1.577 (7.49 DEGREES) B C2 2'-314" FBC 1'-5" MIN. ELEV. = +11'-23 4" @ TOP OF COLUMN 11 ' - 2 3 4" 11 ' - 0 " C L E A R H E I G H T 13 ' - 7 13 16 " L O W S I D E E A V E H E I G H T 14 ' - 3 12" 14 ' - 7 " C L E A R H E I G H T ELEV. = +14'-7" @ BOT OF RAFTER 2'-314" 19'-71516" 17'-5916" 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Frame Wt: 1893 Max Wind dx: H/86 Max dx: H/26 Max dy: L/112 Location Code Left Plate Right Plate Bolt Quantity-Diameter Pfi/Pf Top Welds (L/R) Bottom Welds (L/R) Web Welds (L/R) Connection Code Pb/Gage 1 P NA 6x0.375 4-0.750 3.500/NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 2 - - - - - - - 3x0.250 3 - - - 5x1.000 W1-FWS3 W3-FWS5 W4-FWS3 - - 4 M NA 12x0.375 4-0.750 NA FWS4 FWS4 FWR3 BHFCNA 3.000/3.000 5 M 2-0x0.000 0x0.000 8-0.000-S 0.000/0.000 BAD/BAD BAD/BAD BAD/BAD CHFCNA - 6 P NA 6x0.375 4-0.750 3.500/NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 7 - - - - - - - 3x0.250 8 - - - 5x1.000 W1-FWS3 W3-FWS5 W4-FWS3 - - 9 M 6x0.375 8x0.500 8-0.625-S 1.188/4.500 CJP1/CJP1 CJP1/CJP1 FWD5/FWD5 KVEUEU NA/3.500 10 - - - - - - - - - 11 - - - - - - - - - 12 M 8x0.500 6x0.375 8-0.625-S 1.188/3.625 FWD3/FWD3 FWD3/FWD3 WP13/WP13 HVEUEU NA/3.500 Total Width: 22.73 Right Girt Offset: 0.0 Right Eave Height: 17.24 Left Girt Offset: 0.0 Left Eave Height: 14.25 Purlin Offset: 9.5 Projected Area: 58 12.83 11.01 15.49 1 12.00 F5.25 W150 F5.25 22.93 2 12.00 W1503 COL01 132.00"4 14.75 F12.63 W188 F12.63 133.07 5 14.75 COL02 6 12.00 F5.25 W150 F5.25 18.83 7 12.00 W150 8 COL03 168.00" C 2 2 9 8.00 33.53 F8.50 W188 F8.50 10 34.00 30.00 F8.50 W188 F8.50 11 30.41 CT 187.37 F8.50 W188 F8.50 RAF01 12 8.00 12.00 1.58 Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flange Horizontal Tail Dim. 3.77 18.96 163 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NUCOR BUILDINGS GROUP Job # : C23F6009A Job Name : Samueli Academy - BP-CP2, CP3, & CP4 Frame : FL1-FL4 Date : 5/30/2023 Designer : BG\Alaa.Al-Sammari File : F02.nfr App Version : 1.7.91.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RMS Frame width : 22.73 Ft. Bay width : 34.00 Ft. LEFT RIGHT Dim to ridge : 22.73 Ft. 0.00 Ft. Roof slope : 1.58/12 0.00/12 Eave height : 14.25 Ft. 17.24 Ft. Girt offset : 0.00 In. 0.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 3.7700,18.9600 Supports / Spring Constants COL01 - COL02 - Bottom V H R COL03 - Column Bracing: WP1 Girt Brace : Flange Brace : Location (ft): WP2 Girt Brace : Flange Brace : Location (ft): Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2021 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 5.00 Roof Coll load : 0.00 Roof Live load : 12.00 Roof Snow load : 0.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 0.00 Ce = 1.00 Ss = 1.329 S1 = 0.473 Seismic Design Category = D Site Class = D R = 1.25 Cd = 1.25 Sds = 1.063 Sd1 = 0.576 rho = 1.30 omega = 1.250 Is Building Irregular = False Roof Seismic Factor : 0.851 PSF Floor Seismic Factor : 0.851 PSF Wind speed : 95.00 Mph Exp. : B Wind pressure : 11.75 Psf Building is Open Flow Condition = Unknown Surface Area of Frame = 58.1 ft2 Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.750 1.020 0.255 1.020 0.255 -0.750 W1L -0.750 0.255 1.020 0.255 1.020 0.750 W2R 0.750 -0.935 -0.085 -0.935 -0.085 -0.750 W2L -0.750 -0.085 -0.935 -0.085 -0.935 0.750 W3R 0.750 -0.425 -1.020 -0.425 -1.020 -0.750 W3L -0.750 -1.020 -0.425 -1.020 -0.425 0.750 W4R 0.750 -0.935 -0.510 -0.935 -0.510 -0.750 W4L -0.750 -0.510 -0.935 -0.510 -0.935 0.750 W5B -0.750 0.000 -0.510 -0.510 0.000 -0.750 W6B -0.750 0.000 0.425 0.425 0.000 -0.750 W7B -0.750 0.000 -0.765 -0.765 0.000 -0.750 Tributary Widths Panel Trib. Width (ft) WP1 34.00 WP2 34.00 RP1 34.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- 164 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.170 -0.170 0.000 22.730 RLL RP1 -0.408 -0.408 0.000 22.730 W1R RP1 0.407 0.407 0.000 11.365 W1R RP1 0.102 0.102 11.365 22.730 W1R WP1 0.300 0.300 13.000 14.250 W1R WP2 0.300 0.300 15.990 17.237 W1L RP1 0.102 0.102 0.000 11.365 W1L RP1 0.407 0.407 11.365 22.730 W1L WP1 -0.300 -0.300 13.000 14.250 W1L WP2 -0.300 -0.300 15.990 16.987 W2R RP1 -0.374 -0.374 0.000 11.365 W2R RP1 -0.034 -0.034 11.365 22.730 W2R WP1 0.300 0.300 13.000 14.250 W2R WP2 0.300 0.300 15.990 17.237 W2L RP1 -0.034 -0.034 0.000 11.365 W2L RP1 -0.374 -0.374 11.365 22.730 W2L WP1 -0.300 -0.300 13.000 14.250 W2L WP2 -0.300 -0.300 15.990 16.987 W3R RP1 -0.170 -0.170 0.000 11.365 W3R RP1 -0.407 -0.407 11.365 22.730 W3R WP1 0.300 0.300 13.000 14.250 W3R WP2 0.300 0.300 15.990 17.237 W3L RP1 -0.407 -0.407 0.000 11.365 W3L RP1 -0.170 -0.170 11.365 22.730 W3L WP1 -0.300 -0.300 13.000 14.250 W3L WP2 -0.300 -0.300 15.990 16.987 W4R RP1 -0.374 -0.374 0.000 11.365 W4R RP1 -0.204 -0.204 11.365 22.730 W4R WP1 0.300 0.300 13.000 14.250 W4R WP2 0.300 0.300 15.990 17.237 W4L RP1 -0.204 -0.204 0.000 11.365 W4L RP1 -0.374 -0.374 11.365 22.730 W4L WP1 -0.300 -0.300 13.000 14.250 W4L WP2 -0.300 -0.300 15.990 16.987 W5B RP1 -0.204 -0.204 0.000 22.730 W5B WP1 -0.300 -0.300 13.000 14.250 W5B WP2 0.300 0.300 15.990 17.237 W6B RP1 0.170 0.170 0.000 22.730 W6B WP1 -0.300 -0.300 13.000 14.250 W6B WP2 0.300 0.300 15.990 17.237 W7B RP1 -0.306 -0.306 0.000 22.730 W7B WP1 -0.300 -0.300 13.000 14.250 W7B WP2 0.300 0.300 15.990 17.237 EQR RP1 0.260 0.260 0.000 22.730 EQL RP1 -0.260 -0.260 0.000 22.730 RL1 RP1 -0.408 -0.408 0.000 3.770 RL2 RP1 -0.408 -0.408 3.770 22.730 Concentrated Loads ----------------------------------------- Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 0.437 0.000 0.000 14.250 W1R COL03 0.437 0.000 0.000 17.237 W1L COL01 -1.328 0.000 0.000 14.250 W1L COL03 -1.328 0.000 0.000 17.237 W2R COL01 0.674 0.000 0.000 14.250 W2R COL03 0.674 0.000 0.000 17.237 Endwall Bracing Loads ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. Load On Hor. Vert. Perp Shear Moment Loc Case Mem Kips Kips Kips K-Ft. Ft. ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description BWF COL02 0.000 0.000 -2.200 0.000 0.500 Long. Bracing-2 COL02 BWB COL02 0.000 0.000 2.200 0.000 10.614 Long. Bracing-2 COL02 EQB COL02 0.000 0.000 4.500 0.000 10.614 Long. Bracing-2 COL02 EQF COL02 0.000 0.000 -4.500 0.000 0.500 Long. Bracing-2 COL02 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+NLL 2) 1.00 SW+RDL+NLR 3) 1.00 SW+RDL+RLL+NLL 4) 1.00 SW+RDL+RLL+NLR 5) 1.00 SW+RDL+0.60W1L 6) 1.00 SW+RDL+0.60W2L 7) 1.00 SW+RDL+0.60W3L 8) 1.00 SW+RDL+0.60W4L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 SW+RDL+0.60W3R 12) 1.00 SW+RDL+0.60W4R 13) 1.00 0.60SW+0.60RDL+0.60W1L 14) 1.00 0.60SW+0.60RDL+0.60W2L 15) 1.00 0.60SW+0.60RDL+0.60W3L 16) 1.00 0.60SW+0.60RDL+0.60W4L 17) 1.00 0.60SW+0.60RDL+0.60W1R 165 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 18) 1.00 0.60SW+0.60RDL+0.60W2R 19) 1.00 0.60SW+0.60RDL+0.60W3R 20) 1.00 0.60SW+0.60RDL+0.60W4R 21) 1.00 SW+RDL+0.00RLL+0.45W1L 22) 1.00 SW+RDL+0.00RLL+0.45W2L 23) 1.00 SW+RDL+0.00RLL+0.45W3L 24) 1.00 SW+RDL+0.00RLL+0.45W4L 25) 1.00 SW+RDL+0.00RLL+0.45W1R 26) 1.00 SW+RDL+0.00RLL+0.45W2R 27) 1.00 SW+RDL+0.00RLL+0.45W3R 28) 1.00 SW+RDL+0.00RLL+0.45W4R 29) 1.00 SW+RDL+0.60W5B 30) 1.00 SW+RDL+0.60W6B 31) 1.00 SW+RDL+0.60W7B 32) 1.00 0.60SW+0.60RDL+0.60W5B 33) 1.00 0.60SW+0.60RDL+0.60W6B 34) 1.00 0.60SW+0.60RDL+0.60W7B 35) 1.00 SW+RDL+0.00RLL+0.45W5B 36) 1.00 SW+RDL+0.00RLL+0.45W6B 37) 1.00 SW+RDL+0.00RLL+0.45W7B 38) 1.00 SW+RDL+RL1+NLL 39) 1.00 SW+RDL+RL1+NLR 40) 1.00 SW+RDL+RL2+NLL 41) 1.00 SW+RDL+RL2+NLR 42) 1.00 1.15SW+1.15RDL+0.91EQL 43) 1.00 1.15SW+1.15RDL+0.91EQR 44) 1.00 1.11SW+1.11RDL+0.68EQL 45) 1.00 1.11SW+1.11RDL+0.68EQR 46) 1.00 0.45SW+0.45RDL+0.91EQL 47) 1.00 0.45SW+0.45RDL+0.91EQR 48) 1.00 1.11SW+1.11RDL+0.68EQB+NLL 49) 1.00 1.11SW+1.11RDL+0.68EQB+NLR 50) 1.00 1.11SW+1.11RDL+0.68EQF+NLL 51) 1.00 1.11SW+1.11RDL+0.68EQF+NLR 52) 1.00 0.45SW+0.45RDL+0.91EQL 53) 1.00 0.45SW+0.45RDL+0.91EQR 54) 1.00 0.45SW+0.45RDL+0.91EQB+NLL 55) 1.00 0.45SW+0.45RDL+0.91EQB+NLR 56) 1.00 0.45SW+0.45RDL+0.91EQF+NLL 57) 1.00 0.45SW+0.45RDL+0.91EQF+NLR 166 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Job : C23F6009A Samueli Academy - BP-CP2, CP3, & C NUCOR BUILDINGS GROUP Date: 06-02-23 Page: 1 Frame: FL1-FL4 By : BG\Alaa.Al-Sammari File: F02 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.50 W188 3 1 -0.3 0.00 -1.5 0.01 0.01 0.02 38 1 -1.40 0.05 0.16 0.16 2 F8.50 F8.50 W188 4 3 -1.9 0.01 -110.6 0.24 0.25 0.25 3 3 12.42 0.31 0.30 0.30 3 F8.50 F8.50 W188 4 6 -1.9 0.01 -80.5 0.20 0.22 0.22 3 6 10.07 0.25 0.30 0.30 Chkpt 1 2 3 5 6 11 Depth 9.00 35.00 31.41 9.00 Section | 1 | 2 | 3 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 30 14 0.0 0.00 0.1 0.00 0.00 0.00 30 13b 0.22 0.01 0.01 0.01 Chkpt 12 14 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.63 F12.63 W188 43 15 -6.5 0.01 -117.8 0.34 0.35 0.36 43 18 5.44 0.13 0.33 0.33 Chkpt 15 20 Depth 16.00 16.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.6250 55.00 | Web | 0.1875 55.00 | B/R Flg | 12.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 17 23 0.0 0.00 -0.4 0.01 0.01 0.01 17 22b -0.22 0.01 0.01 0.01 Chkpt 21 23 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 1605 Deflections (in): 10 yr Wind dx = -0.27 = H/ 86 WIND CASE 4 TO LEFT Seismic dx = 0.43 = H/ 55 SEISMIC TO RIGHT Story Drift = 0.54 = 0.023H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.15SW+1.15RDL+0.91EQL Stability Ratio = 0.05 1.15SW+1.15RDL+0.91EQL Fundamental Period = 0.2036 Single Story Period Maximum dx = 0.89 = H/ 26 SW+RDL+RL2 Maximum dy = -1.96 = L/ 112 @ MOD 2, SW+RDL+RL2 Max. Live dy = -1.26 = L/ 175 @ MOD 2, LIVE ON LEFT AND RIGHT 167 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NUCOR BUILDINGS GROUP Job #:C23F6009A Job Name :Samueli Academy -BP-CP2, CP3, & CP4 Frame :FL1-FL4 File :F02.nfr Designer :BG\Alaa.Al-Sammari App Version :1.7.91.0 Date :5/30/2023 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension Method : TurnOfNut PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 4E 4E COL01 To RAF01 Top 8.00 6.00 0.38 16.94 55.0 8.00 0.50 16.94 55.0 1 4E 4E COL01 To RAF01 Bot 8.00 6.00 0.38 16.94 55.0 8.00 0.50 16.94 55.0 2 4E 4E RAF01 To COL03 Top 8.00 8.00 0.50 15.19 55.0 6.00 0.38 15.19 55.0 2 4E 4E RAF01 To COL03 Bot 8.00 8.00 0.50 15.19 55.0 6.00 0.38 15.19 55.0 3 6E 6E COL02 To RAF01 Top 14.75 12.00 0.63 25.21 55.0 8.00 0.50 25.21 55.0 3 6E 6E COL02 To RAF01 Bot 14.75 12.00 0.63 25.21 55.0 8.00 0.50 25.21 55.0 PLATE DESIGN : NG Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 4E 4E Top 3 1.00 -0.61 -1.31 13 0.30 0.31 0.45 0.08 0.04 1 4E 4E Bot 13 0.30 0.31 0.45 2 0.00 -1.44 -1.47 0.03 0.01 2 4E 4E Top 8 0.63 0.04 -0.19 19 -0.74 0.05 0.55 0.01 0.02 2 4E 4E Bot 31 0.22 0.02 0.35 41 0.00 0.07 -0.01 0.01 0.02 3 6E 6E Top 37 -12.64 0.03 -107.95 42 -2.22 -5.43 -0.80 0.49 1.16 3 6E 6E Bot 17 0.98 -0.07 17.21 39 -5.68 5.44 -56.08 0.09 0.21 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 4E 4E Top A325 Yes 0.63 3.50 --1.19 2.35 4.50 --1.13 3 1.00 -1.31 0.04 0.04 1 4E 4E Bot A325 Yes 0.63 3.50 --1.19 3.06 4.50 --1.13 13 0.30 0.45 0.01 0.01 2 4E 4E Top A325 Yes 0.63 3.50 --1.19 2.00 3.63 --1.13 8 0.63 -0.19 0.01 0.01 2 4E 4E Bot A325 Yes 0.63 3.50 --1.19 1.79 3.63 --1.13 31 0.22 0.35 0.01 0.01 3 6E 6E Top A490 Yes 0.63 3.50 --2.19 2.58 5.13 1.88 1.13 37 -12.64 -107.95 0.68 0.94 3 6E 6E Bot A490 Yes 0.63 3.50 --2.19 1.85 5.13 1.88 1.13 17 0.98 17.21 0.13 0.13 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 4E 4E Top A325 Yes 0.63 3.50 --1.19 2.35 4.50 --1.13 13 0.31 0.01 0.01 1 4E 4E Bot A325 Yes 0.63 3.50 --1.19 3.06 4.50 --1.13 2 -1.44 0.04 0.04 2 4E 4E Top A325 Yes 0.63 3.50 --1.19 2.00 3.63 --1.13 19 0.05 0.00 0.00 2 4E 4E Bot A325 Yes 0.63 3.50 --1.19 1.79 3.63 --1.13 41 0.07 0.00 0.00 3 6E 6E Top A490 Yes 0.63 3.50 --2.19 2.58 5.13 1.88 1.13 42 -5.43 0.09 0.09 3 6E 6E Bot A490 Yes 0.63 3.50 --2.19 1.85 5.13 1.88 1.13 39 5.44 0.09 0.09 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top CJP1 FWD5 3 0.01 13 0.02 CJP1 FWD5 3 0.02 13 0.02 1 Bot CJP1 FWD5 13 0.01 2 0.11 CJP1 FWD5 13 0.01 2 0.09 2 Top FWD3 WP13 8 0.01 19 0.00 FWD3 WP13 8 0.01 19 0.00 2 Bot FWD3 WP13 31 0.01 41 0.00 FWD3 WP13 31 0.01 41 0.01 168 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 3 Top CJP1 FWD5 37 0.24 42 0.16 CJP1 FWD5 37 0.87 42 0.16 3 Bot CJP1 FWD5 17 0.04 39 0.16 CJP1 FWD5 17 0.16 39 0.16 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) : NG Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 12.500 6 0.375 12.5000 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Centered 16.000 12 0.375 16.0000 55 4 0.75 Grade36 3.5 3 3 COL03 WF/BU Right 12.500 6 0.375 12.5000 55 4 0.75 Grade36 3.5 3 3 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 3 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 COL02 2 -14.88 0.03 0.00 0.05 32 0.80 -0.55 0.00 0.29 COL03 11 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.01 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 2 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0 37 0.00 0.00 0.00 0 COL02 32 0.80 -0.55 0.00 0.02 39 -6.46 5.44 0.00 0.24 32 0.80 -0.55 0.00 0.02 39 -6.46 5.44 0.00 0.24 COL03 7 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0 41 0.00 0.00 0.00 0 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 2 0.00 0.00 0.00 0.00 FWR3 37 0.00 0.00 0.00 0.00 FWS3 2 0.00 0.00 0.00 0.00 COL02 FWS4 48 -2.52 0.01 4.09 0.05 FWR3 39 -6.46 5.44 0.00 0.13 FWS4 48 -2.52 0.01 4.09 0.05 COL03 FWS3 7 0.00 0.00 0.00 0.00 FWR3 37 0.00 0.00 0.00 0.00 FWS3 7 0.00 0.00 0.00 0.00 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL 2 1.00 1.00SW+1.00RDL+1.00RLL 3 1.00 1.00SW+1.00RDL+0.60W1L 4 1.00 1.00SW+1.00RDL+0.60W2L 5 1.00 1.00SW+1.00RDL+0.60W3L 6 1.00 1.00SW+1.00RDL+0.60W4L 7 1.00 1.00SW+1.00RDL+0.60W1R 8 1.00 1.00SW+1.00RDL+0.60W2R 9 1.00 1.00SW+1.00RDL+0.60W3R 10 1.00 1.00SW+1.00RDL+0.60W4R 11 1.00 0.60SW+0.60RDL+0.60W1L 12 1.00 0.60SW+0.60RDL+0.60W2L 13 1.00 0.60SW+0.60RDL+0.60W3L 169 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 LOAD COMBINATIONS: No ASR Combination 14 1.00 0.60SW+0.60RDL+0.60W4L 15 1.00 0.60SW+0.60RDL+0.60W1R 16 1.00 0.60SW+0.60RDL+0.60W2R 17 1.00 0.60SW+0.60RDL+0.60W3R 18 1.00 0.60SW+0.60RDL+0.60W4R 19 1.00 1.00SW+1.00RDL+0.00RLL+0.45W1L 20 1.00 1.00SW+1.00RDL+0.00RLL+0.45W2L 21 1.00 1.00SW+1.00RDL+0.00RLL+0.45W3L 22 1.00 1.00SW+1.00RDL+0.00RLL+0.45W4L 23 1.00 1.00SW+1.00RDL+0.00RLL+0.45W1R 24 1.00 1.00SW+1.00RDL+0.00RLL+0.45W2R 25 1.00 1.00SW+1.00RDL+0.00RLL+0.45W3R 26 1.00 1.00SW+1.00RDL+0.00RLL+0.45W4R 27 1.00 1.00SW+1.00RDL+0.60W5B 28 1.00 1.00SW+1.00RDL+0.60W6B 29 1.00 1.00SW+1.00RDL+0.60W7B 30 1.00 0.60SW+0.60RDL+0.60W5B 31 1.00 0.60SW+0.60RDL+0.60W6B 32 1.00 0.60SW+0.60RDL+0.60W7B 33 1.00 1.00SW+1.00RDL+0.00RLL+0.45W5B 34 1.00 1.00SW+1.00RDL+0.00RLL+0.45W6B 35 1.00 1.00SW+1.00RDL+0.00RLL+0.45W7B 36 1.00 1.00SW+1.00RDL+1.00RL1 37 1.00 1.00SW+1.00RDL+1.00RL2 38 1.00 1.149SW+1.149RDL+0.91EQL 39 1.00 1.149SW+1.149RDL+0.91EQR 40 1.00 1.112SW+1.112RDL+0.682EQL 41 1.00 1.112SW+1.112RDL+0.682EQR 42 1.00 0.448SW+0.448RDL+0.91EQL 43 1.00 0.448SW+0.448RDL+0.91EQR 44 1.00 1.112SW+1.112RDL+0.682EQB 45 1.00 1.112SW+1.112RDL+0.682EQF 46 1.00 0.448SW+0.448RDL+0.91EQL 47 1.00 0.448SW+0.448RDL+0.91EQR 48 1.00 0.448SW+0.448RDL+0.91EQB 49 1.00 0.448SW+0.448RDL+0.91EQF 170 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : BEAM-COLUMN S.S. (AISC 15th Edition)Date : MAIN REPORT: DESIGN SUMMARY Version: 2018.09.12 (Date: 09/12/18) By NBG-GS Span and Loading Conditions Column Rafter Remarks Member Length Lbx ft.14.00 19.00 Assumes Lbx = L Unbraced Length - Minor Lby ft.14.00 8.00 FALSE FALSE <= See cell comment & Chapter G. a in.<= See cell comment & Section G2. Cb 1.000 1.000 <= See cell comment Kx 1.000 1.000 Ky 1.000 1.000 Kz 1.000 1.000 <= See cell comment Section Geometry Select Wide-flange or Built-up Section:BU BU Section Description:BU16x60 BU35x49 Total Depth d in.16.000 35.000 Web Thickness tw in.0.188 0.188 Outside Flange Width bof in.12.000 8.000 Outside Flange Thickness tof in.0.625 0.500 Inside Flange Width bif in.12.000 8.000 Inside Flange Thickness tif in.0.625 0.500 Material Information Material Strength Fy ksi 55 55 Elastic Modulus E ksi 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 Web Yield Strength Fyw ksi 55 55 Ultimate Strength Fu ksi 70 70 Applied Loads Factor of Safety (Allowable Stress Factor)Sf 1.000 1.000 Slender Ratio (y-axis) [KyLy/ry ≤ 200] Axial (compression => + pos., tension => - neg.)Pa kips 6.500 1.900 Shear (absolute value)Vx kips 5.430 12.410 Major Axis (x-axis) Moment (outside flange in compression => + pos.)Mx ft-kip 116.600 110.600 Shear (absolute value)Vy kips 4.100 4.100 Minor Axis (y-axis) Moment (absolute value)My ft-kip 57.400 31.200 Design Results:OK OK Remarks ASD Combined Strength Ratio CSR 0.878 0.980 Eq. H1-1a or H1-1b ASD Shear Strength Ratio (x-axis)Vrx/Vcx 0.134 0.306 Major Axis (x-axis) ASD Shear Strength Ratio (y-axis)Vry/Vcy 0.014 0.026 Minor Axis (y-axis) Deflection Results (Major-axis)OK OK Remarks Deflection Limits (about x-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about x-axis)Dmax in.1.867 in.2.533 in. Dx-axis in.0.151 in.0.083 in.Dx-axis ≤ Dmax Deflection Results (Minor-axis)OK OK Remarks Deflection Limits (about y-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about y-axis)Dmax in.1.867 in.2.533 in. Dy-axis in.0.388 in.1.638 in.Dy-axis ≤ Dmax C23F6009A Samueli Academy - BP-CP2 AA 6/1/2023 Member Deflection (about x-axis) Member Deflection (about y-axis) ASD Kz Factor GENERAL INFORMATION (Enter Data In Gray Shaded Cells!) Ky Factor Consideration of Tension Field Action for Shear Clear Distance between Transverse Stiffeners Lateral-torsional buckling factor Kx Factor Enter WF-Section: Applied Loading includes second order effects. 171 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : General Information: Design Method, (ASD / LRFD):ASD Allowable Stress Ratio, ASR:1.00 Applied Loads: Required Axial Strength, P r :-12.630 kips. Required Shear Strength, V r :5.430 kips. Required Moment Strength, M r :107.780 ft-kips. Required Column Axial Strength, P rc:kips. Bolt Information: Bolt Material:A325 Bolt Diameter, d b :1"ø Pretensioned? Bolt Dimensions: Bolt Gage, g :3.5 in. Bolt Dimension, P fi :1.5 in. Bolt Dimension, P b :4.5 in. Bolt Spacing, S :--in. Section Geometry:Rafter Beam Slope:1.57:12 Column Section Designation:BU Section BU Section Web Depth, d w : (WF = Total Depth, d )33.75 in.14.75 in. Web Thickness, t w :0.375 in.0.1875 in. Flange Width, b f :8.0 in.12.0 in. Outside Flange Thickness, t of :0.5 in.0.625 in. Inside Flange Thickness, t if :0.75 in.0.625 in. Column Stiffener Information: Stiffener Designation:F4.50 Beam-To-Col.Beam-To-Beam Stiffener to Web Weld:FWS3 End-Plate Information: Plate Width, b p :8.0 in.Plate Width, b p :12.0 in. Plate Thickness, t p :0.75 in.Plate Thickness, t p :0.75 in. Plate Yield Strength, F py :55.0 ksi.Plate Yield Strength, F py :55.0 ksi. tp required for "Thick Plate" behavior:0.5789 in.tp required for "Thick Plate" behavior:0.5266 in. Weld Information:Weld Information: Plate Flange Weld:FWD3 Plate Flange Weld:FWD4 Plate Web Weld:FWS4 Plate Web Weld:WP13 End-Plate Stiffener Information:End-Plate Stiffener Information: Stiffener Designation:None Stiffener Designation:None Stiffener Weld:None Stiffener Weld:None Stiffener Length:--in.Stiffener Length:--in. Design Results OK Warnings Plate Yield Ratio (Left End-Plate):0.535 Plate Yield Ratio (Right End-Plate):0.453 Bolt Tension & Shear Ratio:0.535 Beam Weld Ratio (Left End-Plate):0.871 Beam Weld Ratio (Right End-Plate):0.583 Stiffener Ratio (Left End-Plate):-- Stiffener Ratio (Right End-Plate):-- Column Stiffener Ratio:0.850 Column Web Panel Zone Shear:0.343 Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) C23F6009A CP2, CP3,& CP4 AA 6/2/2023 Check Box if Yes 172 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) C23F6009A CP2, CP3,& CP4 AA 6/2/2023 CP2, CP3,& CP4 General Dimensions: Standard Bolt Dimensions: Number of Bolts, n:8 Bolt Diameter, d b :1"ø, A325 Bolt Gage, g :3.5 in. Bolt Dimension, P fi :1.5 in. Bolt Dimension, P fo :2.1681 in. Bolt Dimension, S:--in. Minimum Edge Distance, d e :1.75 in. Maximum Flange Thickness, t f, max :0.8319 in. Distance from nth bolt row to center of end-plate, x n : Distance from outside row, x 0 :10.4379 in. Distance from 1st interior row, x 1 :5.9379 in. Distance from 2nd interior row, x 2 :in. Distance from 3rd interior row, x 3 :in. Left and Right Connection Plate Dimensions: Left Inside Flange Width:8 in.Right End-Plate Width, bp:12 in. Left Inside Flange Thickness:0.75 in.Right End-Plate Thickness, tp:0.75 in. Column Stiffener to Flange Weld:FWD3 Right End-Plate Flange Weld:FWD4 Column Web to Flange Weld:FWS4 Right End-Plate Web Weld:WP13 End-Plate Length, l p :23.5 in.End-Plate Length, l p :23.5 in. Column Stiffener Designation:F4.50 Column Stiffener to Web Weld:FWS3 End-Plate Stiffener Information: Additional Column Stiffener:None Right End-Plate Stiffener:None Additional Column Stiffener Weld:None Right End-Plate Stiffener Weld:None Additional Column Stiffener Length:--in.Right End-Plate Stiffener Length:--in. 173 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 174 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 175 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 176 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 177 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 178 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 179 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 180 * H.S.B. ASSEMBLY: (1) ASTM F3125 GR-A325 BOLT (1) A563 NUT (LUBRICATED) (1) F436 WASHER UNDER TURNING ELEMENT CP5 CROSS SECTIONA C3 N.S.S. REF. ELEV. = +0'-0" @ ALL FRAME LINES * LEVEL W/HORIZON ELEV. = +11'-15 8" @ BOT OF PLATE RAFTER: B.U. COLUMN: B.U. E D1 SEE ANCHOR BOLT PLAN FOR COLUMN BASE PLATE ELEVATIONS TYP PV MODULE (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S., FABRICATION NOT BY N.S.S.) (NOT TO SCALE)(TYP) B D1 C S2TYP SEE FOUNDATION DRAWINGS FOR FOUNDATION DESIGN (DESIGN NOT BY N.S.S., MATERIAL NOT BY N.S.S.) (TYP) * N.S.S. REFERENCE ELEVATION IS NOT BASED ON SITE SPECIFIC SURVEY. ALL DIMENSIONS SHOWN ARE BASED ON GRADE LEVEL WITH HORIZON. CUSTOMER MUST CONSIDER UNEVEN GRADE AND THE GRADE'S IMPACT ON VERTICAL CLEARANCE. CUSTOMER MUST CONSIDER GRADE AND SPECIFY REQ'D COLUMN HEIGHT/VERTICAL CLEAR. C D1 OUT TO OUT OF RAFTER FLANGE BASE PLATE SEE DETAIL B A1 16 ' - 1 7 8" H I G H S I D E E A V E H E I G H T FBC 4'-95 8"2'-8916"4'-95 8"2'-89 16"4'-95 8"19'-10" (TOP FLANGE) 12 1.577 (7.49 DEGREES) B C3 3'-11" FBC 1'-6" MIN. ELEV. = +11'-4716" @ TOP OF COLUMN 11 ' - 4 7 16 " 11 ' - 1 5 8" C L E A R H E I G H T 13 ' - 6 7 8" L O W S I D E E A V E H E I G H T 14 ' - 2 12" 14 ' - 6 116 " C L E A R H E I G H T ELEV. = +0'-0" @ BOT OF RAFTER 3'-11" 19'-71516" 15'-71516" 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Frame Wt: 1474 Max Wind dx: H/100 Max dx: H/31 Max dy: L/121 Location Code Left Plate Right Plate Bolt Quantity-Diameter Pfi/Pf Top Welds (L/R) Bottom Welds (L/R) Web Welds (L/R) Connection Code Pb/Gage 1 P NA 6x0.375 4-0.750 3.500/NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 2 - - - - - - - 3x0.250 3 - - - 5x0.500 W1-FWS3 W3-FWS3 W4-FWS3 - - 4 M NA 12x0.375 4-0.750 NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 5 M 2-0x0.000 0x0.000 8-0.000-S 0.000/0.000 BAD/BAD BAD/BAD BAD/BAD CHFCNA - 6 P NA 6x0.375 4-0.750 3.500/NA FWS3 FWS3 FWR3 BHFCNA 3.000/3.000 7 - - - - - - - 3x0.250 8 - - - 5x0.500 W1-FWS3 W3-FWS3 W4-FWS3 - - 9 M 6x0.500 8x0.375 8-0.625-S 1.188/3.000 FWD3/FWD3 FWD3/FWD3 WP13/WP13 KVEUEU NA/3.500 10 - - - - - - - - - 11 - - - - - - - - - 12 M 8x0.375 6x0.500 8-0.625-S 1.188/3.000 FWD3/FWD3 FWD3/FWD3 WP13/WP13 HVEUEU NA/3.500 Total Width: 22.58 Right Girt Offset: 0.0 Right Eave Height: 17.22 Left Girt Offset: 0.0 Left Eave Height: 14.25 Purlin Offset: 12.0 Projected Area: 47 12.65 12.10 15.29 1 12.00 F5.25 W150 F5.25 20.41 2 12.00 W1503 COL01 132.00"4 15.00 F12.50 W188 F12.50 145.88 5 15.00 COL02 6 12.00 F5.25 W150 F5.25 16.07 7 12.00 W150 8 COL03 168.00" C 2 2 9 8.00 53.46 F8.31 W188 F8.31 10 21.38 30.00 F8.31 W188 F8.31 11 19.32 CT 165.61 F8.31 W188 F8.31 RAF01 12 8.00 12.00 1.58 Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flange Horizontal Tail Dim. 5.42 17.16 181 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NUCOR BUILDINGS GROUP Job # : C23F6009A Job Name : Samueli Academy - BP-CP5 Frame : FL1-FL3 Date : 5/30/2023 Designer : BG\Alaa.Al-Sammari File : F05.nfr App Version : 1.7.91.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RMS Frame width : 22.58 Ft. Bay width : 25.50 Ft. LEFT RIGHT Dim to ridge : 22.58 Ft. 0.00 Ft. Roof slope : 1.58/12 0.00/12 Eave height : 14.25 Ft. 17.22 Ft. Girt offset : 0.00 In. 0.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 12.00 In. 12.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 5.4167,17.1620 Supports / Spring Constants COL01 - COL02 - Bottom V H R COL03 - Column Bracing: WP1 Girt Brace : Flange Brace : Location (ft): WP2 Girt Brace : Flange Brace : Location (ft): Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2021 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 5.00 Roof Coll load : 0.00 Roof Live load : 12.00 Roof Snow load : 0.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 0.00 Ce = 1.00 Ss = 1.329 S1 = 0.473 Seismic Design Category = D Site Class = D R = 1.25 Cd = 1.25 Sds = 1.063 Sd1 = 0.576 rho = 1.30 omega = 1.250 Is Building Irregular = False Roof Seismic Factor : 0.851 PSF Floor Seismic Factor : 0.851 PSF Wind speed : 95.00 Mph Exp. : B Wind pressure : 11.75 Psf Building is Open Flow Condition = Unknown Surface Area of Frame = 47.2 ft2 Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.750 1.020 0.255 1.020 0.255 -0.750 W1L -0.750 0.255 1.020 0.255 1.020 0.750 W2R 0.750 -0.935 -0.085 -0.935 -0.085 -0.750 W2L -0.750 -0.085 -0.935 -0.085 -0.935 0.750 W3R 0.750 -0.425 -1.020 -0.425 -1.020 -0.750 W3L -0.750 -1.020 -0.425 -1.020 -0.425 0.750 W4R 0.750 -0.935 -0.510 -0.935 -0.510 -0.750 W4L -0.750 -0.510 -0.935 -0.510 -0.935 0.750 W5B -0.750 0.000 -0.510 -0.510 0.000 -0.750 W6B -0.750 0.000 0.425 0.425 0.000 -0.750 W7B -0.750 0.000 -0.765 -0.765 0.000 -0.750 Tributary Widths Panel Trib. Width (ft) WP1 25.50 WP2 25.50 RP1 25.50 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- 182 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.127 -0.127 0.000 22.579 RLL RP1 -0.306 -0.306 0.000 22.579 W1R RP1 0.306 0.306 0.000 11.365 W1R RP1 0.076 0.076 11.365 22.579 W1R WP1 0.225 0.225 13.250 14.250 W1R WP2 0.225 0.225 16.220 17.220 W1R WP2 0.351 0.351 17.217 17.220 W1L RP1 0.076 0.076 0.000 11.365 W1L RP1 0.306 0.306 11.365 22.579 W1L WP1 -0.225 -0.225 13.250 14.250 W1L WP2 -0.225 -0.225 16.220 16.987 W1L WP2 -0.526 -0.526 17.217 17.220 W2R RP1 -0.280 -0.280 0.000 11.365 W2R RP1 -0.025 -0.025 11.365 22.579 W2R WP1 0.225 0.225 13.250 14.250 W2R WP2 0.225 0.225 16.220 17.220 W2R WP2 0.351 0.351 17.217 17.220 W2L RP1 -0.025 -0.025 0.000 11.365 W2L RP1 -0.280 -0.280 11.365 22.579 W2L WP1 -0.225 -0.225 13.250 14.250 W2L WP2 -0.225 -0.225 16.220 16.987 W2L WP2 -0.526 -0.526 17.217 17.220 W3R RP1 -0.127 -0.127 0.000 11.365 W3R RP1 -0.306 -0.306 11.365 22.579 W3R WP1 0.225 0.225 13.250 14.250 W3R WP2 0.225 0.225 16.220 17.220 W3R WP2 0.351 0.351 17.217 17.220 W3L RP1 -0.306 -0.306 0.000 11.365 W3L RP1 -0.127 -0.127 11.365 22.579 W3L WP1 -0.225 -0.225 13.250 14.250 W3L WP2 -0.225 -0.225 16.220 16.987 W3L WP2 -0.526 -0.526 17.217 17.220 W4R RP1 -0.280 -0.280 0.000 11.365 W4R RP1 -0.153 -0.153 11.365 22.579 W4R WP1 0.225 0.225 13.250 14.250 W4R WP2 0.225 0.225 16.220 17.220 W4R WP2 0.351 0.351 17.217 17.220 W4L RP1 -0.153 -0.153 0.000 11.365 W4L RP1 -0.280 -0.280 11.365 22.579 W4L WP1 -0.225 -0.225 13.250 14.250 W4L WP2 -0.225 -0.225 16.220 16.987 W4L WP2 -0.526 -0.526 17.217 17.220 W5B RP1 -0.153 -0.153 0.000 22.579 W5B WP1 -0.225 -0.225 13.250 14.250 W5B WP2 0.225 0.225 16.220 17.220 W5B WP2 0.351 0.351 17.217 17.220 W6B RP1 0.127 0.127 0.000 22.579 W6B WP1 -0.225 -0.225 13.250 14.250 W6B WP2 0.225 0.225 16.220 17.220 W6B WP2 0.351 0.351 17.217 17.220 W7B RP1 -0.229 -0.229 0.000 22.579 W7B WP1 -0.225 -0.225 13.250 14.250 W7B WP2 0.225 0.225 16.220 17.220 W7B WP2 0.351 0.351 17.217 17.220 EQR RP1 0.195 0.195 0.000 22.579 EQL RP1 -0.195 -0.195 0.000 22.579 RL1 RP1 -0.306 -0.306 0.000 5.417 RL2 RP1 -0.306 -0.306 5.417 22.579 Concentrated Loads ----------------------------------------- Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 0.437 0.000 0.000 14.250 W1R COL03 0.437 0.000 0.000 17.217 W1L COL01 -1.328 0.000 0.000 14.250 W1L COL03 -1.328 0.000 0.000 17.217 W2R COL01 0.674 0.000 0.000 14.250 W2R COL03 0.674 0.000 0.000 17.217 Endwall Bracing Loads ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. Load On Hor. Vert. Perp Shear Moment Loc Case Mem Kips Kips Kips K-Ft. Ft. ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Shear loads that are applied perpendicular to the web have been considered in the baseplate design only. The locations listed below for each longitudinal bracing load apply only to the column axial load (tension on base of column and compression when at top of column). Load On Hor. Vert. Perp Shear Moment Loc Special Case Mem Kips Kips Kips K-Ft. Ft. Load # Description BWF COL02 0.000 0.000 -2.530 0.000 0.500 Long. Bracing-2 COL02 BWB COL02 0.000 0.000 2.530 0.000 11.672 Long. Bracing-2 COL02 EQB COL02 0.000 0.000 3.790 0.000 11.672 Long. Bracing-2 COL02 EQF COL02 0.000 0.000 -3.790 0.000 0.500 Long. Bracing-2 COL02 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+NLL 2) 1.00 SW+RDL+NLR 3) 1.00 SW+RDL+RLL+NLL 4) 1.00 SW+RDL+RLL+NLR 5) 1.00 SW+RDL+0.60W1L 6) 1.00 SW+RDL+0.60W2L 183 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7) 1.00 SW+RDL+0.60W3L 8) 1.00 SW+RDL+0.60W4L 9) 1.00 SW+RDL+0.60W1R 10) 1.00 SW+RDL+0.60W2R 11) 1.00 SW+RDL+0.60W3R 12) 1.00 SW+RDL+0.60W4R 13) 1.00 0.60SW+0.60RDL+0.60W1L 14) 1.00 0.60SW+0.60RDL+0.60W2L 15) 1.00 0.60SW+0.60RDL+0.60W3L 16) 1.00 0.60SW+0.60RDL+0.60W4L 17) 1.00 0.60SW+0.60RDL+0.60W1R 18) 1.00 0.60SW+0.60RDL+0.60W2R 19) 1.00 0.60SW+0.60RDL+0.60W3R 20) 1.00 0.60SW+0.60RDL+0.60W4R 21) 1.00 SW+RDL+0.00RLL+0.45W1L 22) 1.00 SW+RDL+0.00RLL+0.45W2L 23) 1.00 SW+RDL+0.00RLL+0.45W3L 24) 1.00 SW+RDL+0.00RLL+0.45W4L 25) 1.00 SW+RDL+0.00RLL+0.45W1R 26) 1.00 SW+RDL+0.00RLL+0.45W2R 27) 1.00 SW+RDL+0.00RLL+0.45W3R 28) 1.00 SW+RDL+0.00RLL+0.45W4R 29) 1.00 SW+RDL+0.60W5B 30) 1.00 SW+RDL+0.60W6B 31) 1.00 SW+RDL+0.60W7B 32) 1.00 0.60SW+0.60RDL+0.60W5B 33) 1.00 0.60SW+0.60RDL+0.60W6B 34) 1.00 0.60SW+0.60RDL+0.60W7B 35) 1.00 SW+RDL+0.00RLL+0.45W5B 36) 1.00 SW+RDL+0.00RLL+0.45W6B 37) 1.00 SW+RDL+0.00RLL+0.45W7B 38) 1.00 SW+RDL+RL1+NLL 39) 1.00 SW+RDL+RL1+NLR 40) 1.00 SW+RDL+RL2+NLL 41) 1.00 SW+RDL+RL2+NLR 42) 1.00 1.15SW+1.15RDL+0.91EQL 43) 1.00 1.15SW+1.15RDL+0.91EQR 44) 1.00 1.11SW+1.11RDL+0.68EQL 45) 1.00 1.11SW+1.11RDL+0.68EQR 46) 1.00 0.45SW+0.45RDL+0.91EQL 47) 1.00 0.45SW+0.45RDL+0.91EQR 48) 1.00 1.11SW+1.11RDL+0.68EQB+NLL 49) 1.00 1.11SW+1.11RDL+0.68EQB+NLR 50) 1.00 1.11SW+1.11RDL+0.68EQF+NLL 51) 1.00 1.11SW+1.11RDL+0.68EQF+NLR 52) 1.00 0.45SW+0.45RDL+0.91EQL 53) 1.00 0.45SW+0.45RDL+0.91EQR 54) 1.00 0.45SW+0.45RDL+0.91EQB+NLL 55) 1.00 0.45SW+0.45RDL+0.91EQB+NLR 56) 1.00 0.45SW+0.45RDL+0.91EQF+NLL 57) 1.00 0.45SW+0.45RDL+0.91EQF+NLR 184 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Job : C23F6009A Samueli Academy - BP-CP5 NUCOR BUILDINGS GROUP Date: 07-27-23 Page: 1 Frame: FL1-FL3 By : BG\Alaa.Al-Sammari File: F05 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.31 F8.31 W188 4 3 0.0 0.00 -7.1 0.04 0.05 0.05 4 3 -2.84 0.07 0.12 0.12 2 F8.31 F8.31 W188 41 4 -1.2 0.01 -66.9 0.35 0.43 0.43 41 4 7.52 0.19 0.30 0.30 3 F8.31 F8.31 W188 41 7 -1.0 0.01 -47.9 0.27 0.33 0.34 41 7 5.81 0.14 0.30 0.30 Chkpt 1 3 4 6 7 11 Depth 8.62 22.00 19.95 8.62 Section | 1 | 2 | 3 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 5 14 0.0 0.00 0.0 0.00 0.00 0.00 5 13b 0.13 0.01 0.01 0.01 Chkpt 12 14 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F12.50 F12.50 W188 43 15 -4.8 0.01 -80.3 0.28 0.32 0.33 47 18 4.05 0.10 0.24 0.24 Chkpt 15 20 Depth 16.00 16.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 12.0 0.5000 55.00 | Web | 0.1875 55.00 | B/R Flg | 12.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W150 9 23 0.0 0.00 -0.2 0.00 0.00 0.00 9 22b -0.14 0.01 0.01 0.01 Chkpt 21 23 Depth 12.50 12.50 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 5.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 5.0 0.2500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 1215 Deflections (in): 10 yr Wind dx = -0.21 = H/ 100 WIND CASE 4 TO LEFT Seismic dx = 0.39 = H/ 55 SEISMIC TO RIGHT Story Drift = 0.48 = 0.023H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.15SW+1.15RDL+0.91EQL Stability Ratio = 0.05 1.15SW+1.15RDL+0.91EQL Fundamental Period = 0.1926 Single Story Period Maximum dx = 0.68 = H/ 31 SW+RDL+RL2 Maximum dy = -1.64 = L/ 121 @ MOD 2, SW+RDL+RL2 Max. Live dy = -1.03 = L/ 193 @ MOD 2, LIVE ON LEFT AND RIGHT 185 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NUCOR BUILDINGS GROUP Job #:C23F6009A Job Name :Samueli Academy -BP-CP5 Frame :FL1-FL3 File :F05.nfr Designer :BG\Alaa.Al-Sammari App Version :1.7.91.0 Date :5/30/2023 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension Method : TurnOfNut PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 4E 4E COL01 To RAF01 Top 8.00 6.00 0.50 13.94 55.0 8.00 0.38 13.94 55.0 1 4E 4E COL01 To RAF01 Bot 8.00 6.00 0.50 13.94 55.0 8.00 0.38 13.94 55.0 2 4E 4E RAF01 To COL03 Top 8.00 8.00 0.38 13.94 55.0 6.00 0.50 13.94 55.0 2 4E 4E RAF01 To COL03 Bot 8.00 8.00 0.38 13.94 55.0 6.00 0.50 13.94 55.0 3 6E 6E COL02 To RAF01 Top 15.00 12.00 0.75 22.10 55.0 8.00 0.31 22.10 55.0 3 6E 6E COL02 To RAF01 Bot 15.00 12.00 0.75 22.10 55.0 8.00 0.31 22.10 55.0 PLATE DESIGN : NG Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 4E 4E Top 3 0.92 -0.46 -1.38 13 0.19 0.23 0.30 0.04 0.06 1 4E 4E Bot 16 -0.49 0.19 0.65 2 0.00 -1.09 -1.11 0.01 0.02 2 4E 4E Top 8 0.54 0.04 -0.44 19 -0.68 0.04 0.77 0.02 0.01 2 4E 4E Bot 11 -0.90 0.02 1.05 39 0.00 0.05 -0.02 0.02 0.02 3 6E 6E Top 37 -8.83 0.02 -64.45 14 0.78 -0.63 10.44 0.18 1.41 3 6E 6E Bot 17 0.78 -0.12 11.74 43 -1.60 4.05 -16.64 0.04 0.29 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 4E 4E Top A325 Yes 0.63 3.50 --1.19 1.37 3.00 --1.13 3 0.92 -1.38 0.04 0.04 1 4E 4E Bot A325 Yes 0.63 3.50 --1.19 1.56 3.00 --1.13 16 -0.49 0.65 0.01 0.01 2 4E 4E Top A325 Yes 0.63 3.50 --1.19 1.55 3.00 --1.13 8 0.54 -0.44 0.02 0.02 2 4E 4E Bot A325 Yes 0.63 3.50 --1.19 1.42 3.00 --1.13 11 -0.90 1.05 0.02 0.02 3 6E 6E Top A490 Yes 0.88 3.50 --1.38 1.58 3.38 2.63 1.50 37 -8.83 -64.45 0.24 0.34 3 6E 6E Bot A490 Yes 0.88 3.50 --1.38 1.41 3.38 2.63 1.50 17 0.78 11.74 0.05 0.05 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 4E 4E Top A325 Yes 0.63 3.50 --1.19 1.37 3.00 --1.13 13 0.23 0.01 0.01 1 4E 4E Bot A325 Yes 0.63 3.50 --1.19 1.56 3.00 --1.13 2 -1.09 0.03 0.03 2 4E 4E Top A325 Yes 0.63 3.50 --1.19 1.55 3.00 --1.13 19 0.04 0.00 0.00 2 4E 4E Bot A325 Yes 0.63 3.50 --1.19 1.42 3.00 --1.13 39 0.05 0.00 0.00 3 6E 6E Top A490 Yes 0.88 3.50 --1.38 1.58 3.38 2.63 1.50 14 -0.63 0.01 0.01 3 6E 6E Bot A490 Yes 0.88 3.50 --1.38 1.41 3.38 2.63 1.50 43 4.05 0.03 0.04 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD3 WP13 3 0.04 13 0.02 FWD3 WP13 3 0.03 13 0.01 1 Bot FWD3 WP13 16 0.01 2 0.09 FWD3 WP13 16 0.01 2 0.07 2 Top FWD3 WP13 8 0.01 19 0.00 FWD3 WP13 8 0.02 19 0.00 2 Bot FWD3 WP13 11 0.01 39 0.00 FWD3 WP13 11 0.02 39 0.00 186 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 3 Top CJP1 FWD5 37 0.20 14 0.02 CJP1 FWD5 37 0.28 14 0.02 3 Bot CJP1 FWD5 17 0.04 43 0.14 CJP1 FWD5 17 0.06 43 0.14 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) : NG Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 12.500 6 0.375 12.5000 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Centered 16.000 12 0.375 16.0000 55 4 0.75 Grade36 3.5 3 3 COL03 WF/BU Right 12.500 6 0.375 12.5000 55 4 0.75 Grade36 3.5 3 3 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 39 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 COL02 2 -11.10 0.02 0.00 0.04 32 0.59 -0.41 0.00 0.25 COL03 11 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.01 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 41 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0 2 0.00 0.00 0.00 0 COL02 32 0.59 -0.41 0.00 0.02 43 -1.88 4.05 0.00 0.18 32 0.59 -0.41 0.00 0.02 43 -1.88 4.05 0.00 0.18 COL03 39 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0 2 0.00 0.00 0.00 0 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 41 0.00 0.00 0.00 0.00 FWR3 2 0.00 0.00 0.00 0.00 FWS3 41 0.00 0.00 0.00 0.00 COL02 FWS3 48 -1.88 0.01 3.45 0.05 FWR3 43 -1.88 4.05 0.00 0.10 FWS3 48 -1.88 0.01 3.45 0.05 COL03 FWS3 39 0.00 0.00 0.00 0.00 FWR3 39 0.00 0.00 0.00 0.00 FWS3 39 0.00 0.00 0.00 0.00 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL 2 1.00 1.00SW+1.00RDL+1.00RLL 3 1.00 1.00SW+1.00RDL+0.60W1L 4 1.00 1.00SW+1.00RDL+0.60W2L 5 1.00 1.00SW+1.00RDL+0.60W3L 6 1.00 1.00SW+1.00RDL+0.60W4L 7 1.00 1.00SW+1.00RDL+0.60W1R 8 1.00 1.00SW+1.00RDL+0.60W2R 9 1.00 1.00SW+1.00RDL+0.60W3R 10 1.00 1.00SW+1.00RDL+0.60W4R 11 1.00 0.60SW+0.60RDL+0.60W1L 12 1.00 0.60SW+0.60RDL+0.60W2L 13 1.00 0.60SW+0.60RDL+0.60W3L 187 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 LOAD COMBINATIONS: No ASR Combination 14 1.00 0.60SW+0.60RDL+0.60W4L 15 1.00 0.60SW+0.60RDL+0.60W1R 16 1.00 0.60SW+0.60RDL+0.60W2R 17 1.00 0.60SW+0.60RDL+0.60W3R 18 1.00 0.60SW+0.60RDL+0.60W4R 19 1.00 1.00SW+1.00RDL+0.00RLL+0.45W1L 20 1.00 1.00SW+1.00RDL+0.00RLL+0.45W2L 21 1.00 1.00SW+1.00RDL+0.00RLL+0.45W3L 22 1.00 1.00SW+1.00RDL+0.00RLL+0.45W4L 23 1.00 1.00SW+1.00RDL+0.00RLL+0.45W1R 24 1.00 1.00SW+1.00RDL+0.00RLL+0.45W2R 25 1.00 1.00SW+1.00RDL+0.00RLL+0.45W3R 26 1.00 1.00SW+1.00RDL+0.00RLL+0.45W4R 27 1.00 1.00SW+1.00RDL+0.60W5B 28 1.00 1.00SW+1.00RDL+0.60W6B 29 1.00 1.00SW+1.00RDL+0.60W7B 30 1.00 0.60SW+0.60RDL+0.60W5B 31 1.00 0.60SW+0.60RDL+0.60W6B 32 1.00 0.60SW+0.60RDL+0.60W7B 33 1.00 1.00SW+1.00RDL+0.00RLL+0.45W5B 34 1.00 1.00SW+1.00RDL+0.00RLL+0.45W6B 35 1.00 1.00SW+1.00RDL+0.00RLL+0.45W7B 36 1.00 1.00SW+1.00RDL+1.00RL1 37 1.00 1.00SW+1.00RDL+1.00RL2 38 1.00 1.149SW+1.149RDL+0.91EQL 39 1.00 1.149SW+1.149RDL+0.91EQR 40 1.00 1.112SW+1.112RDL+0.682EQL 41 1.00 1.112SW+1.112RDL+0.682EQR 42 1.00 0.448SW+0.448RDL+0.91EQL 43 1.00 0.448SW+0.448RDL+0.91EQR 44 1.00 1.112SW+1.112RDL+0.682EQB 45 1.00 1.112SW+1.112RDL+0.682EQF 46 1.00 0.448SW+0.448RDL+0.91EQL 47 1.00 0.448SW+0.448RDL+0.91EQR 48 1.00 0.448SW+0.448RDL+0.91EQB 49 1.00 0.448SW+0.448RDL+0.91EQF 188 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : BEAM-COLUMN S.S. (AISC 15th Edition)Date : MAIN REPORT: DESIGN SUMMARY Version: 2018.09.12 (Date: 09/12/18) By NBG-GS Span and Loading Conditions Column Rafter Remarks Member Length Lbx ft.14.00 17.20 Assumes Lbx = L Unbraced Length - Minor Lby ft.14.00 8.00 FALSE FALSE <= See cell comment & Chapter G. a in.<= See cell comment & Section G2. Cb 1.000 1.000 <= See cell comment Kx 1.000 1.000 Ky 1.000 1.000 Kz 1.000 1.000 <= See cell comment Section Geometry Select Wide-flange or Built-up Section:BU BU Section Description:BU16x50 BU22x31 Total Depth d in.16.000 22.000 Web Thickness tw in.0.188 0.188 Outside Flange Width bof in.12.000 8.000 Outside Flange Thickness tof in.0.500 0.313 Inside Flange Width bif in.12.000 8.000 Inside Flange Thickness tif in.0.500 0.313 Material Information Material Strength Fy ksi 55 55 Elastic Modulus E ksi 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 55 55 Web Yield Strength Fyw ksi 55 55 Ultimate Strength Fu ksi 70 70 Applied Loads Factor of Safety (Allowable Stress Factor)Sf 1.000 1.000 Slender Ratio (y-axis) [KyLy/ry ≤ 200] Axial (compression => + pos., tension => - neg.)Pa kips 4.800 1.200 Shear (absolute value)Vx kips 4.050 7.520 Major Axis (x-axis) Moment (outside flange in compression => + pos.)Mx ft-kip 80.300 66.900 Shear (absolute value)Vy kips 3.458 3.458 Minor Axis (y-axis) Moment (absolute value)My ft-kip 48.412 7.500 Design Results:OK OK Remarks ASD Combined Strength Ratio CSR 0.893 0.747 Eq. H1-1a or H1-1b ASD Shear Strength Ratio (x-axis)Vrx/Vcx 0.100 0.185 Major Axis (x-axis) ASD Shear Strength Ratio (y-axis)Vry/Vcy 0.015 0.035 Minor Axis (y-axis) Deflection Results (Major-axis)OK OK Remarks Deflection Limits (about x-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about x-axis)Dmax in.1.867 in.2.293 in. Dx-axis in.0.126 in.0.166 in.Dx-axis ≤ Dmax Deflection Results (Minor-axis)OK OK Remarks Deflection Limits (about y-axis)L / 90 L / 90 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about y-axis)Dmax in.1.867 in.2.293 in. Dy-axis in.0.409 in.0.516 in.Dy-axis ≤ Dmax C23F6009A Samueli Academy - BP-CP5 AA 7/27/2023 Member Deflection (about x-axis) Member Deflection (about y-axis) ASD Kz Factor GENERAL INFORMATION (Enter Data In Gray Shaded Cells!) Ky Factor Consideration of Tension Field Action for Shear Clear Distance between Transverse Stiffeners Lateral-torsional buckling factor Kx Factor Enter WF-Section: Applied Loading includes second order effects. 189 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : General Information: Design Method, (ASD / LRFD):ASD Allowable Stress Ratio, ASR:1.00 Applied Loads: Required Axial Strength, P r :-8.830 kips. Required Shear Strength, V r :4.050 kips. Required Moment Strength, M r :-64.450 ft-kips. Required Column Axial Strength, P rc:kips. Bolt Information: Bolt Material:A325 Bolt Diameter, d b :¾"ø Pretensioned? Bolt Dimensions: Bolt Gage, g :3.5 in. Bolt Dimension, P fi :1.25 in. Bolt Dimension, P b :4.5 in. Bolt Spacing, S :--in. Section Geometry:Rafter Beam Slope:1.57:12 Column Section Designation:BU Section BU Section Web Depth, d w : (WF = Total Depth, d )20.94 in.15.0 in. Web Thickness, t w :0.375 in.0.1875 in. Flange Width, b f :8.0 in.12.0 in. Outside Flange Thickness, t of :0.31 in.0.5 in. Inside Flange Thickness, t if :0.75 in.0.5 in. Column Stiffener Information: Stiffener Designation:F4.50 Beam-To-Col.Beam-To-Beam Stiffener to Web Weld:FWS3 End-Plate Information: Plate Width, b p :8.0 in.Plate Width, b p :12.0 in. Plate Thickness, t p :0.75 in.Plate Thickness, t p :0.75 in. Plate Yield Strength, F py :55.0 ksi.Plate Yield Strength, F py :55.0 ksi. tp required for "Thick Plate" behavior:0.4244 in.tp required for "Thick Plate" behavior:0.4079 in. Weld Information:Weld Information: Plate Flange Weld:FWD3 Plate Flange Weld:FWD3 Plate Web Weld:FWS4 Plate Web Weld:WP13 End-Plate Stiffener Information:End-Plate Stiffener Information: Stiffener Designation:None Stiffener Designation:None Stiffener Weld:None Stiffener Weld:None Stiffener Length:--in.Stiffener Length:--in. Design Results OK Warnings Plate Yield Ratio (Left End-Plate):0.292 Plate Yield Ratio (Right End-Plate):0.266 Bolt Tension & Shear Ratio:0.542 Beam Weld Ratio (Left End-Plate):0.513 Beam Weld Ratio (Right End-Plate):0.432 Stiffener Ratio (Left End-Plate):-- Stiffener Ratio (Right End-Plate):-- Column Stiffener Ratio:0.750 Column Web Panel Zone Shear:0.326 Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) C23F6009A CP5 AA 7/27/2023 Check Box if Yes 190 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) C23F6009A CP5 AA 7/27/2023 CP5 General Dimensions: Standard Bolt Dimensions: Number of Bolts, n:8 Bolt Diameter, d b :¾"ø, A325 Bolt Gage, g :3.5 in. Bolt Dimension, P fi :1.25 in. Bolt Dimension, P fo :2.1681 in. Bolt Dimension, S:--in. Minimum Edge Distance, d e :1.25 in. Maximum Flange Thickness, t f, max :0.7048 in. Distance from nth bolt row to center of end-plate, x n : Distance from outside row, x 0 :10.8139 in. Distance from 1st interior row, x 1 :6.3139 in. Distance from 2nd interior row, x 2 :in. Distance from 3rd interior row, x 3 :in. Left and Right Connection Plate Dimensions: Left Inside Flange Width:8 in.Right End-Plate Width, bp:12 in. Left Inside Flange Thickness:0.75 in.Right End-Plate Thickness, tp:0.75 in. Column Stiffener to Flange Weld:FWD3 Right End-Plate Flange Weld:FWD3 Column Web to Flange Weld:FWS4 Right End-Plate Web Weld:WP13 End-Plate Length, l p :23.0 in.End-Plate Length, l p :23.0 in. Column Stiffener Designation:F4.50 Column Stiffener to Web Weld:FWS3 End-Plate Stiffener Information: Additional Column Stiffener:None Right End-Plate Stiffener:None Additional Column Stiffener Weld:None Right End-Plate Stiffener Weld:None Additional Column Stiffener Length:--in.Right End-Plate Stiffener Length:--in. 191 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 192 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 193 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 194 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 195 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 196 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 197 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 198 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Elie Sayegh, PE Local Jurisdiction: Santa Ana Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Structural Calculations 2nd Building Department Submittal Friday, November 10, 2023 1901 North Fairview Street, Santa Ana, CA 92706 Samueli Academy Page 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 3 - 7 B. Concrete Pier Design 8 - 16 C. Anchorage Calculations 17 - 25 D. Carport Reactions 26 - 33 E. Soils Report Excerpts 34 - 41 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Table of Content Page 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Page 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Project Name:Samueli Academy Project Address:1901 North Fairview Street, Santa Ana, CA 92706 Local Jurisdiction Santa Ana Project #:1074220072 Project Engineer:Elie Sayegh, PE Gov. Codes:CBC 2022 | ASCE 7-16 | ACI 318-19 Risk Category:III Stories:1 Importnace Factor I e:1.25 Exposure:B Structure:Open Wind Speed:101.00 Submittal Label: Submittal Date: Geo Engineer:Leighton Consulting Inc. Geo Report No.:11975.005 Geo Report Date: Soil Classification:D Fnd System:Cast in Drilled Hole (CIDH) Pier S S 1.328 F a 1.0 S 1 0.472 F v 1.83 S MS 1.328 S DS 0.885 S M1 0.863 S D1 0.575 SDC D Project Specifics Steel solar canopy at the subject project. Solar Carport is designed and fabricated by CBC Steel. Proceeding Motive Structural Engineering provide Design & Calculations of the pier footings supporting the steel columns/frames. Geotechnical Report Information 5/9/2023 11/10/2023 2nd Building Department Submittal 11/10/2023 Project Information Summary Description Page 4 II 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 ASCE 7 Hazards Report Address: 1901 N Fairview St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.762604 Risk Category:II Longitude:-117.901947 Soil Class:D - Stiff Soil Elevation:100.77283460924504 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Nov 09 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/Thu Nov 09 2023 Page 5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SS : 1.328 S1 : 0.472 F a : 1 F v : N/A SMS : 1.328 SM1 : N/A SDS : 0.885 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.62 F PGA : 1.1 Ie : 1 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Stiff Soil USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Thu Nov 09 2023 https://asce7hazardtool.online/Thu Nov 09 2023 Page 6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. 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Concrete Pier Design 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Page 8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: H (Top of Steel Col to Finish Grade):12.5 ft Min. Allowable Vertical Bearing:3000 psf Pier Ø :3.50 ft Min. Embed. Depth:6 ft H embed (Pier Embedment Depth):10.00 ft Inc./ft Past Min. Embed:0 psf H abv (Pier Height Above Grade):0.00 ft Maximum Vertical Bearing:3000 psf System Omega Factor or Rho:1.25 ΩAllowable Vertical Bearing:3000 psf Allowable Horizontal Bearing:600 pcf Maximum H Bearing 6000 psf Allow. Friction (Downward):150 psf Loads D (kips)L (kips)S (kips)W (kips)E (kips)Allow. Friction (Uplift):90 psf Positive 6.0 10.0 0.0 7.9 0.0 Depth of Soil at Top to Ignore:1 ft Negative 0.0 0.0 0.0 -9.0 0.0 Allowable Inc. (Short Duration):33%% Loads D (kips)L (kips)S (kips)W (kips)E (kips)Loads D (kips)L (kips)S (kips)W (kips)E (kips) Positive 0.0 0.0 0.0 3.4 8.8 Positive 0.0 0.0 0.0 3.4 6.3 Negative 0.0 0.0 0.0 -3.4 -8.8 Negative 0.0 0.0 0.0 -3.4 -6.3 Loads D (k-ft)L (k-ft)S (k-ft)W (k-ft)E (k-ft)Loads D (k-ft)L (k-ft)S (k-ft)W (k-ft)E (k-ft) Positive 38.0 72.0 0.0 65.6 108.8 Positive 0.0 0.0 0.0 47.5 87.5 Negative 0.0 0.0 0.0 -93.8 -108.8 Negative 0.0 0.0 0.0 -47.5 -87.5 Loads D (k) L (k) S (k) W (k) ΩE (k) Loads D (k) L (k) S (kips) W (k) ΩE (k) Positive 3.04 5.76 0.00 5.24 10.88 Positive 0.00 0.00 0.00 3.80 8.75 Negative 0.00 0.00 0.00 -7.51 -10.88 Negative 0.00 0.00 0.00 -3.80 -8.75 + X-X 24.92 kips D (k)3.04 kips - X-X -18.38 kips L (k)5.76 kips + Z-Z 12.55 kips S (k)0.00 kips - Z-Z -12.55 kips W (k)5.24 kips E (k) ΩE (k)10.88 kips 8.70 Governing 17.06 -5.43 Governing 27.16 -13.56 0.6D + 0.7E 3.60 0.00 0.9D + E 5.40 0.00 D + 0.7E 6.00 0.00 1.2D + E + 0.2S 7.20 0.00 0.6D + 0.6W 8.35 -5.43 0.9D + W 13.31 -9.04 D + 0.6W 10.75 -5.43 1.2D + W + 0.5S 15.11 -9.04 D + 0.45W + 0.75 S 9.56 -4.07 1.2D + W + 0.5Lr 20.11 -9.04 D + 0.45W + 0.75 Lr 17.06 -4.07 1.2D + 1.6S + 0.5W 11.16 -13.56 LC Pos (k) Neg (k) LC Pos (k) Neg (k) D + S 6.00 0.00 1.2D + 1.6Lr + 0.5W 27.16 -13.56 D + Lr 16.00 0.00 1.2D + 1.6Lr 23.20 0.00 Equiv. Lateral Forces @ Top of Col (X-X) - In Plane Equiv. Lateral Forces @ Top of Col (Z-Z) - Out of Plane Governing Hoizontal Loads Direction/Axis ==>Gov. Case + X-X ==> Refer to proceeding Pier Footing Calculation for min Pier Dia. & Embed Depth Design Service Level Load Comb for Vertical Forces Strength Level Load Comb for Vertical Forces 11/10/2023 Concrete Pier with Bolted Steel Post Design - P1 Structure Soils Design Parameters Vertical Loads Horizontal Loads (X-X) - In Plane Horizontal Loads (Z-Z) - Out of Plan Moments (X-X) - In Plane Moments (Z-Z) - Out of Plan Note: Input loads used already include rho factor of 1.3 per CBC calculations. Page 9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: 33%Pier SW 4.6 kips* P (axial)16.00 kips P (axial)-5.43 kips Total Demand 20.6 kips Total Demand -5.4 kips Soil Friction Capacity 14.84 kips Soil Friction Capacity 8.91 kips Soil Bearing Capacity 28.86 kips 60%Pier SW 8.37 kips Soil Total Capacity 43.7 kips Soil Total Capacity 17.3 kips DCR 47.1%DCR 31% Load Case P (k) V (k) M (k-ft)V (k)M1 (k-ft) M2 (k-ft) MT (k-ft) D 6.0 0.0 38.0 0 0.0 168.4 0.0 168.4 Lr 10.0 0.0 72.0 0 1.7 193.6 2.7 196.3 S 0.0 0.0 0.0 0 1.7 78.4 2.7 81.1 W 7.9 3.4 65.6 -8 3.4 147.2 5.4 152.5 E 0.0 8.8 108.8 0 3.4 111.2 5.4 116.5 3.4 99.8 5.4 105.1 10.9 181.5 17.3 198.9 10.9 170.1 17.3 187.5 Gov 10.9 Gov 198.9 1.2D + E + 0.2S 0.9D + E 1.2D + 1.6Lr 1.2D + 1.6Lr + 0.5W 1.2D + 1.6S + 0.5W 1.2D + W + 0.5Lr 1.2D + W + 0.5S 0.9D + W Bearing is Ok! Tension/Uplift is Ok! Connection Section & Embed Calculations Loads - Governing Direction/Axis: + X-X Load Combination of Shear & Moments Combo 11/10/2023 Concrete Pier with Bolted Steel Post Design - P1 (Continued) Pier Soil Firction & Bearing Calculations Downward Loads (+) Uplift Loads (-) *XX% of pier self-weight is included to account for added weight exceeding displaced soils Page 10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Pole Footing Embedded in Soil LIC# : KW-06019350, Build:20.23.08.30 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Concrete Pier with Bolted Steel Post Design - P1 Project File: Samueli Academy - Pier Calculations - RCIII.ec6 Project Title:Samueli Academy Engineer:Elie Sayegh, PE Project ID:1074220072 Project Descr:Concrete Piers supporting Steel Solar Canopies Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Circular 42.0 800.0 4,000.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Diameter . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +1.124D+0.8750EGoverning Load Combination : Lateral Load 12.937 Moment 161.708 k-ft Minimum Required Depth 9.125 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 2,405.59 psf Allowable 2,406.40 psf Controlling Values ft^2Footing Base Area 9.621 Maximum Soil Pressure 1.773 ksf k k k 6.0 k 10.0 k Applied Loads k 7.90 Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above 3.040 5.760 5.250 10.880 12.50 k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 1,395.43.040 38.000D Only 5.25 1.0001,397.9 2,075.38.800 110.000+D+Lr 7.88 1.0002,077.9 1,936.97.360 92.000+D+0.750Lr 7.38 1.0001,943.8 1,816.86.190 77.375+D+0.60W 6.88 1.0001,820.1 2,155.99.723 121.531+D+0.750Lr+0.450W 8.13 1.0002,157.8 1,724.45.403 67.531+D+0.450W 6.50 1.0001,731.0 1,673.44.974 62.175+0.60D+0.60W 6.38 1.0001,677.7 2,405.612.937 161.708+1.124D+0.8750E 9.13 1.0002,406.4 2,218.210.462 130.781+1.093D+0.6563E 8.38 1.0002,218.2 Page 11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Pole Footing Embedded in Soil LIC# : KW-06019350, Build:20.23.08.30 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Concrete Pier with Bolted Steel Post Design - P1 Project File: Samueli Academy - Pier Calculations - RCIII.ec6 Project Title:Samueli Academy Engineer:Elie Sayegh, PE Project ID:1074220072 Project Descr:Concrete Piers supporting Steel Solar Canopies 2,258.010.967 137.092+0.4761D+0.8750E 8.50 1.0002,258.8 Page 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Concrete Column LIC# : KW-06019350, Build:20.23.08.30 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Concrete Pier with Bolted Steel Post Design - P1 Project File: Samueli Academy - Pier Calculations - RCIII.ec6 Project Title:Samueli Academy Engineer:Elie Sayegh, PE Project ID:1074220072 Project Descr:Concrete Piers supporting Steel Solar Canopies .Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 ASTM A615 Bars Used 4.50 ksi fy - Main Rebar 60.0 ksi Density =150.0 pcf E - Main Rebar 29,000.0 = ksi E 0.8250 ksi Min. Reinf.0.50 % =Max. Reinf.8.0 % 10.0 Allow. Reinforcing Limits 3,823.68E = Overall Column Height ft= General Information = = f'c : Concrete 28 day strength End Fixity Top Free, Bottom Fixed= = = Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 0.80 Unbraced Length for buckling ABOUT X-X Axis = 10.0 ft, K = 0.80 Brace condition for deflection (buckling) along columns : Seismic Design Category D= .. 42.0in Diameter, 22.0in inside diameter, Column Edge to Rebar Edge Cover = 3.50in Column Reinforcing : Column Dimensions : 12 - #7 bars Column Cross Section .Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 10,429.0 lbs * Dead Load Factor AXIAL LOADS . . . Axial: Axial Load at 10.0 ft above base, D = 6.0, LR = 10.0, W = 7.90 k BENDING LOADS . . . Horizontal Loads: Lat. Point Load at 10.0 ft creating My-y, W = 3.40, E = 8.80 k Moments: Moment acting about Y-Y axisat 10.0 ft, D = 38.0, LR = 72.0, W = 93.80, E = 108.80 k-ft .DESIGN SUMMARY Maximum Stress Ratio = Location of max.above base 9.933 ft Pu =24.078 k * Pn =58.059 k Mu-x =3.732 k-ft Load Combination +1.466D+1.250E 656.99 k-ft General Section Information . . : 10.467 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 * Mn-x = M 10.324 k-ft * Mn-y =Mu-y =-301.693 k-ft Maximum SERVICE Load Reactions . Top along Y-Y 0.0 k Bottom along Y-Y 8.80 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Deflections . . Along Y-Y 0.0 in at 0.0 ft above baseM for load combination : Along X-X 0.02685 in at 10.0 ft Column Capacities . . above base89.0 degMu Angle = for load combination :k-ft E Only Pn & Mn values located at Pu-Mu vector intersection with capacity curve MMu at Angle = 0.8250 k-ft646.11Mn at Angle =301.716 0.7192 %Rebar % Ok 0.90 1,001.18 in^2 7.20 in^2 M Uk4,233.98 Pn, max : Usable Compressive Axial Capacity Pnmax : Nominal Max. Compressive Axial Capacity k : % Reinforcing E =T Pnmin : Nominal Min. Tension Axial Capacity 2,201.67 M k Pn, min : Usable Tension Axial Capacity k M Concrete Area M 0.80 Reinforcing Area = = . Page 13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Concrete Column LIC# : KW-06019350, Build:20.23.08.30 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Concrete Pier with Bolted Steel Post Design - P1 Project File: Samueli Academy - Pier Calculations - RCIII.ec6 Project Title:Samueli Academy Engineer:Elie Sayegh, PE Project ID:1074220072 Project Descr:Concrete Piers supporting Steel Solar Canopies Governing Load Combination Results Load Combination Dist. from G Axial Load k k-ftMomentGoverning Factored Bending Analysis Utilization GbaseftY-Y Pu * Pn x * Mux MuGAlpha (deg)x G yM MX-X Mn RatioGy * Muy Actual+1.20D+0.50Lr 24.719.93 277.12 3.83 -81.60 910.74 0.0901.000 87.000M2,min 81.691.000 Actual+1.20D 19.719.93 496.44 3.06 -45.60 1,146.22 0.0401.000 86.000M2,min 45.701.000 Actual+1.20D+1.60Lr 35.719.93 176.23 5.54 -160.80 794.96 0.2021.000 88.000M2,min 160.901.000 Actual+1.20D+1.60Lr+0.50W 39.669.93 125.75 6.15 -224.70 733.49 0.3061.000 88.000M2,min 224.781.000 Actual+1.20D+0.50W 23.669.93 176.23 3.67 -109.50 794.96 0.1381.000 88.000M2,min 109.561.000 Actual+1.20D+0.50Lr+W 32.619.93 109.04 5.06 -209.40 712.17 0.2941.000 89.000M2,min 209.461.000 Actual+1.20D+W 27.619.93 109.04 4.28 -173.40 712.17 0.2441.000 89.000M2,min 173.451.000 Actual+0.90D+W 22.699.93 91.91 3.52 -162.00 690.13 0.2351.000 89.000M2,min 162.041.000 Actual+1.466D+1.250E 24.089.93 58.06 3.73 -301.69 646.11 0.4671.000 89.000M2,min 301.721.000 Actual+0.6344D+1.250E 10.429.93 24.30 1.62 -270.11 601.58 0.4491.000 90.000M2,min 270.111.000 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 16.429 -38.000 +D+Lr 26.429 -110.000 +D+0.750Lr 23.929 -92.000 +D+0.60W 21.1692.040 -114.680 +D+0.750Lr+0.450W 27.4841.530 -149.510 +D+0.450W 19.9841.530 -95.510 +0.60D+0.60W 14.5972.040 -99.480 +D+0.70E 16.4296.160 -175.760 +D+0.5250E 16.4294.620 -141.320 +0.60D+0.70E 9.8576.160 -160.560 Lr Only 10.000 -72.000 W Only 7.9003.400 -127.800 E Only 8.800 -196.800 Note: Only non-zero reactions are listed. Load Combination Moment About X-X Axis Moment About Y-Y Axis @ Base @ Top@ Base @ Top Maximum Moment Reactions D Only k-ft k-ft-38.000 +D+Lr k-ft k-ft-110.000 +D+0.750Lr k-ft k-ft-92.000 +D+0.60W k-ft k-ft-114.680 +D+0.750Lr+0.450W k-ft k-ft-149.510 +D+0.450W k-ft k-ft-95.510 +0.60D+0.60W k-ft k-ft-99.480 +D+0.70E k-ft k-ft-175.760 +D+0.5250E k-ft k-ft-141.320 +0.60D+0.70E k-ft k-ft-160.560 Lr Only k-ft k-ft-72.000 W Only k-ft k-ft-127.800 E Only k-ft k-ft-196.800 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only -0.0061 0.000 0.000 ftftinin10.000 +D+Lr -0.0176 0.000 0.000 ftftinin10.000 +D+0.750Lr -0.0147 0.000 0.000 ftftinin10.000 +D+0.60W -0.0173 0.000 0.000 ftftinin10.000 +D+0.750Lr+0.450W -0.0231 0.000 0.000 ftftinin10.000 +D+0.450W -0.0145 0.000 0.000 ftftinin10.000 +0.60D+0.60W -0.0149 0.000 0.000 ftftinin10.000 +D+0.70E -0.0249 0.000 0.000 ftftinin10.000 +D+0.5250E -0.0202 0.000 0.000 ftftinin10.000 +0.60D+0.70E -0.0224 0.000 0.000 ftftinin10.000 Lr Only -0.0115 0.000 0.000 ftftinin10.000 Page 14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Concrete Column LIC# : KW-06019350, Build:20.23.08.30 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Concrete Pier with Bolted Steel Post Design - P1 Project File: Samueli Academy - Pier Calculations - RCIII.ec6 Project Title:Samueli Academy Engineer:Elie Sayegh, PE Project ID:1074220072 Project Descr:Concrete Piers supporting Steel Solar Canopies Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance W Only -0.0187 0.000 0.000 ftftinin10.000 E Only -0.0265 0.000 0.000 ftftinin9.933 .Sketches .Interaction Diagrams Page 15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: f'c 2500 psi Dist from Steel Col to Conc. Edge: 11.00 in fy 60000 psi Conc. Comp. Arm (a): 2.11 ft Distance to Edge of Comp. (b): 0.53 ft Length of wedges (2) (wc): 15.56 in Compression (C): 94.19 kips Reinforcement Cover 3.5 in Shear Stress Due to Bearing: 637.25 psi Vertical Reinforcement 12 - # 7 Max. Allow. V (phi of 0.55 - DSA): 55.00 psi Vertical As 7.22 in2 Shear Check:Shear Reinf Req. Ag 1385.4 in2 Distance to Av (0.8*D): 33.6 in Min Req. As (1%) 13.85 in2 Av Legs:2 ACI 318, 10.3.1 Min As (0.5%) 6.93 in2 DSA Phi (ɸ):0.55 Shear Capacity of Steel (Vs):309.3 Kips ACI 318-19 - 18.7.5.4 ρ 0.005 Shear Capacity (ɸVs):170.1 Kips Confined Area 962.11 in2 55% Horiz. Reinf. Size # 5 Area of Shear Reinf. Av 0.31 in2 Steel Volumn pe Tie/Hoop 33.73 in3 Required Spacing (styp) 14.02 in o.c. Spacing at top (si)4 in Concrete Volume Per Pier: 3.56 cu.yd Pier Count:22 Total Concrete Volume: 78.39 cu.yd Figure #1 - Section Thru Column/Foundation Concrete Pier with Bolted Steel Post Design - P1 (Continued) Pier Reinforcement Pier Shear Check Refer to proceeding Concrete Column Calculations for Axial & Flexural Checks Material Take offs 11/10/2023 Use #5 Grade 60 hoops/ties at 4 inches o.c. at top 5' of pier. Reduce to 12 inches o.c. for remainder depth Page 16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 C. Anchorage Calculations 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Page 17 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 1 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1 1/2 Item number: not available Additional plate or washer (17.6.2.1.3): dplate = 2.500 in., tplate = 0.250 in. Effective embedment depth: hef = 18.000 in., hef,17.6.2.1.3 = 0.000 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - | - Proof: Design Method ACI 318-19 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.750 in. Anchor plateR : lx x ly x t = 28.000 in. x 18.000 in. x 1.750 in.; (Recommended plate thickness: not calculated) Profile: W shape (AISC), W16X77; (L x W x T x FT) = 16.500 in. x 10.300 in. x 0.455 in. x 0.760 in. Base material: cracked concrete, Custom, fc' = 4,500 psi; h = 120.000 in. Reinforcement: tension: present, shear: present; anchor reinforcement: tension, shear edge reinforcement: > No. 4 bar with stirrups Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [kip, ft.kip] Page 18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 2 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 1.1 Design results Case Description Forces [kip] / Moments [ft.kip]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 9.000; Vx = 10.900; Vy = 0.000; Mx = 0.00000; My = 198.90000; Mz = 0.00000; yes 92 2 Load case/Resulting anchor forces Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 45.482 1.817 1.817 0.000 2 17.448 1.817 1.817 0.000 3 0.000 1.817 1.817 0.000 4 45.482 1.817 1.817 0.000 5 17.448 1.817 1.817 0.000 6 0.000 1.817 1.817 0.000 max. concrete compressive strain: 0.43 [‰] max. concrete compressive stress: 1,855 [psi] resulting tension force in (x/y)=(-8.131/0.000): 125.861 [kip] resulting compression force in (x/y)=(11.667/0.000): 116.861 [kip] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [kip]Capacity f Nn [kip]Utilization bN = Nua/f Nn Status Steel Strength*45.482 79.312 58 OK Pullout Strength*45.482 49.461 92 OK Concrete Breakout Failure**1 N/A N/A N/A N/A Concrete Side-Face Blowout, direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! Page 19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 3 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 3.1 Steel Strength Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2) f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 1.41 75,000 Calculations Nsa [kip] 105.750 Results Nsa [kip]f steel f Nsa [kip]Nua [kip] 105.750 0.750 79.312 45.482 3.2 Pullout Strength NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1) Np = 8 Abrg f' c ACI 318-19 Eq. (17.6.3.2.2a) f NpN ³ Nua ACI 318-19 Table 17.5.2 Variables y c,p Abrg [in.2]l a f' c [psi] 1.000 2.62 1.000 4,500 Calculations Np [kip] 94.212 Results Npn [kip]f concrete f seismic f nonductile f Npn [kip]Nua [kip] 94.212 0.700 0.750 1.000 49.461 45.482 Page 20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 4 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 4 Shear load Load Vua [kip]Capacity f Vn [kip]Utilization bV = Vua/f Vn Status Steel Strength*1.817 41.242 5 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**10.900 126.554 9 OK Concrete edge failure in direction **1 N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b) f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi] 1.41 75,000 Calculations Vsa [kip] 63.450 Results Vsa [kip]f steel f Vsa,eq [kip]Vua [kip] 63.450 0.650 41.242 1.817 Page 21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 5 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 9.833 0.000 0.000 9.750 y c,N cac [in.]kc l a f' c [psi] 1.000 ∞24 1.000 4,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [kip] 1,764.00 870.25 1.000 1.000 0.898 1.000 49.644 Results Vcpg [kip]f concrete f seismic f nonductile f Vcpg [kip]Vua [kip] 180.791 0.700 1.000 1.000 126.554 10.900 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.920 0.086 1.000 84 OK bNV = (bN + bV) / 1.2 <= 1 Page 22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 6 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (a) for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-19, Section 17.5.2.1 (b) for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. Fastening meets the design criteria! Page 23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 7 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -11.250 -6.250 9.750 32.250 14.750 27.250 2 0.000 -6.250 21.000 21.000 14.750 27.250 3 11.250 -6.250 32.250 9.750 14.750 27.250 Anchor x y c-x c+x c-y c+y 4 -11.250 6.250 9.750 32.250 27.250 14.750 5 0.000 6.250 21.000 21.000 27.250 14.750 6 11.250 6.250 32.250 9.750 27.250 14.750 7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1 1/2 Profile: W shape (AISC), W16X77; (L x W x T x FT) = 16.500 in. x 10.300 in. x 0.455 in. x 0.760 in. Item number: not available Hole diameter in the fixture: df = 1.562 in. Maximum installation torque: - Plate thickness (input): 1.750 in. Hole diameter in the base material: - in. Recommended plate thickness: not calculated Hole depth in the base material: 18.000 in. Minimum thickness of the base material: 19.500 in. Hilti Hex Head headed stud anchor with 18 in embedment, 1 1/2, Steel galvanized, installation per instruction for use Page 24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 www.hilti.com Hilti PROFIS Engineering 3.0.88 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: Motive Energy 17260 Newhope St 7149490669 | Copy - Orangewood_42_ Piles - X-X Direction_RCIII Page: Specifier: E-Mail: Date: 8 Elie Sayegh ESayegh@motive-energy.com 11/10/2023 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Page 25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 D. Carport Reactions 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Page 26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 29 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 30 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 31 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 32 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 Page 33 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 E. Soils Report Excerpts 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 |esayegh@motive-energy.com Page 34 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 35 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 36 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 37 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 38 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 39 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 40 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Page 41 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT PART TO BE DETERMINED. MANUFACTURED BY OTHERS NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BELOW MODULES MA STRUT TRANSPARENT PV SOLAR MODULE MECHANICAL ATTACHMENT MA STRUT 3/8, 304 S.S. FLAT WASHER 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT M6, HARDWARE 16MM LENGTH BOLT STRUT BRACKET U-BRACKET RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: MECHANICAL ATTACHMENT DETAIL B N.T.S.SCALE: MECHANICAL ATTACHMENT DETAIL C N.T.S. SCALE: MECHANICAL ATTACHMENTLOCATION DETAIL A N.T.S. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1.HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2.WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA 1 PC-9 MECHANICAL ATTACHMENT DETAIL 23.05.22.1 v3.0.9404.6.1 1 AF C s e t SM 20 2 3 - 0 6 - 2 6 0 Re v 0 SM 20 2 3 - 0 6 - 2 1 89 42 386 650 525 APPROVED FOR CONSTRUCTION PC-9 PC-9 PC-9 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 U-ANCHOR 2400 MECHANICAL ATTACHMENT 11.75"4.83" 2.2 in 3.25 in REFER TO PROCEEDING ROOF FRAMING PLAN SHEET FOR FASTERNER SIZE & QUANTITY REFER TO ROOF FRAMING PLAN FOR ADDITIONAL INFORMATION REGARDING THE ROOF MEMBRANE 8-1/4" DIAMTER HOLES 2 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT PART TO BE DETERMINED. MANUFACTURED BY OTHERS NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BELOW MODULES MA STRUT TRANSPARENT PV SOLAR MODULE MECHANICAL ATTACHMENT MA STRUT 3/8, 304 S.S. FLAT WASHER 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT M6, HARDWARE 16MM LENGTH BOLT STRUT BRACKET U-BRACKET RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: MECHANICAL ATTACHMENT DETAIL B N.T.S.SCALE: MECHANICAL ATTACHMENT DETAIL C N.T.S. SCALE: MECHANICAL ATTACHMENTLOCATION DETAIL A N.T.S. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1.HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2.WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA 1 PC-10 MECHANICAL ATTACHMENT DETAIL 23.05.22.1 v3.0.9404.6.1 1 Re v 0 sm 20 2 3 - 0 6 - 2 6 0 Re v 0 sm 20 2 3 - 0 6 - 0 7 32 231 485 650 525 APPROVED FOR CONSTRUCTION PC-10 PC-10 PC-10 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 U-ANCHOR 2400 MECHANICAL ATTACHMENT 11.75"4.83" 2.2 in 3.25 in REFER TO PROCEEDING ROOF FRAMING PLAN SHEET FOR FASTERNER SIZE & QUANTITY REFER TO ROOF FRAMING PLAN FOR ADDITIONAL INFORMATION REGARDING THE ROOF MEMBRANE 8-1/4" DIAMTER HOLES 2 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.2 ROOF INFORMATION ROOF HEIGHT (FT)30.00 PARAPET HEIGHT (FT) 7.0 ROOF TILT (DEG) 5 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 94 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 50.76 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 204 Module Connector 188 Rail 275 Cam 188 Cam Claw 188 Deflector 94 Base Pad 0 Ballast Block 195 Mechanical Attachment 23 LOADING DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 14871 ARRAY AREA (SQ. FT)3046 ARRAY LOAD (PSF) 4.88 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.2 PC-91 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.2 PC-9 1 Re v 0 sm 20 2 3 - 0 6 - 2 6 0 Re v 0 sm 20 2 3 - 0 6 - 0 7 1/6" = 1'-0" 2 1 1 2 3 4 1 3 2 1 3 4 2 5 1 1 2 4 5 4 2 2 1 1 2 5 4 5 3 1 1 2 4 4 2 1 1 3 4 3 4 1 1 1 2 3 3 1 2 3 3 3 2 1 2 1 3 3 4 4 5 4 1 5 3 3 2 1 2 3 3 4 1 1 3 4 1 60.35' 60.23' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 16 SOUTH ASSEMBLY 16 MIDDLE ASSEMBLY 156 NORTH SOUTH ASSEMBLY 0 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 TSB SB CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-1.6 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 6 p m NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING A1 EQUIPMENT LOCATION DETAILS SCALE: N.T.S AS INDICATED J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 BUILDING E BUILDING A BUILDING C BUILDING B (N) INVERTER #7 SE40K US (N) 70A AC DISCONNECT - RSD 5 (N) 250A AC DISCONNECT - RSD 3 NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING E4 SCALE: N.T.S NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING B3 SCALE: N.T.S N E S W 45° 135°225° 315° N E S W 45° 135°225° 315°N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING C5 SCALE: N.T.S N E S W 45° 135°225° 315° ELECTRICAL/ DATA ROOM ELECTRICAL/ DATA ROOM DATA ROOM ELECTRICAL ROOM ELECTRICAL CLOSET TELE/ CABLE (N) 70A AC DISCONNECT - RSD 1 NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING F2 SCALE: N.T.S N E S W 45° 135°225° 315° GYM STORAGE (N) 30A DC DISCONNECT - RSD 4 (N) 125A AC DISCONNECT - RSD 2 (N) INVERTER #8 SE80K ELECTRICAL ROOM (N) INVERTER #11 SE40K 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-4.4 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 0 a m SPEC SHEET #4 N.T.S J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 FROM PANELBOARD DP-PV2 TO PANELBOARD DP-PV1 TO PANELBOARD DP-PV1 TYP. OUTPUT TYP. INPUTS TO PANELBOARD DP-PV1 8" MIN. 1' H x 6' W x 8" D FROM ROOFMETAL WIREWAY, TYP. USE AS NEEDED TO CONSOLIDATE & MANEUVER PV SOURCE CIRCUITS 2.5" EMT AC CONDUIT, TYP. TO 250A AC DISCONNECT RSD 3 TYP. INPUTS TYP. OUTPUT 8" MIN. 1.2" MIN. TYP. INPUTS TYP. OUTPUT 1' H x 4' W x 8" D METAL WIREWAY, TYP. USE AS NEEDED TO CONSOLIDATE & MANEUVER PV SOURCE CIRCUITS TO PANELBOARD DP-PV1 TYP. OUTPUT TYP. INPUTS 1' H x 3' W x 8" D METAL WIREWAY, TYP. USE AS NEEDED TO CONSOLIDATE & MANEUVER PV SOURCE CIRCUITS TO PANELBOARD DP-PV1TYP. INPUT CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-8.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CON T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 8 p m EQUIPMENT DETAILS SHEET #2 J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 GENERAL NOTES 1. ALL EQUIPMENT TO BE LISTED. 2. ALL EQUIPMENT WIRING AND GROUNDING SHALL CONFORM TO THE MANUFACTURER'S RECOMMENDED PRACTICES. REFER TO THE INSTALLATION AND USER MANUALS FOR GUIDANCE. 3. EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENT, AND ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH CEC ART. 250.134 AND 250.136. CONTRACTOR TO REFER TO MANUFACTURER'S INSTALLATION MANUAL FOR APPROVED METHOD OF GROUNDING. 4. INSTALLATION SHALL COMPLY WITH THE 2019 CEC. 5. ALL EXPOSED RACEWAY OPENINGS SHALL BE SEALED USING A SUITABLE METHOD TO PREVENT ENTRY OF INSECTS. 6. BONDING SHALL BE PROVIDED WHERE NECESSARY TO ENSURE ELECTRICAL CONTINUITY AND THE CAPACITY TO CONDUCT SAFELY ANY FAULT CURRENT IN ACCORDANCE WITH CEC ART. 250. 7. MODULES AND RACKING SYSTEM MUST BE PROPERLY GROUNDED PER THE GROUNDING METHOD PROVIDED IN THE RACKING MANUFACTURER'S INSTALLATION MANUAL. IF NO METHOD IS STIPULATED, AN ILSCO GBL-4DBT OR EQUIVALENT GROUNDING LUG PER DETAIL GD SHOULD BE USED TO GROUND EACH MODULE AND RAIL OR PURLIN WITH THE APPROPRIATELY SIZED GROUND WIRE AND TORQUE SPECIFICATION PER THE TABLE IN THE DETAIL. 8. SEE SECTION 3 OF SPECIFICATIONS ON E-1 FOR CONDUIT TYPES AND USES, AS WELL AS WHEN EXPANSION JOINTS ARE REQUIRED. 9. ALL EQUIPMENT REQUIRES ATTACHMENT DETAILS PER MANUFACTURER'S INSTRUCTIONS; EQUIPMENT THAT IS 400 LBS OR MORE REQUIRE STRUCTURAL CALCULATIONS OF THE ATTACHMENTS. 10. WORKING CLEARANCES FOR ALL NEW ELECTRICAL EQUIPMENT SHALL BE PER CEC ART. 110.26(A) AND 110.34(A). CONTRACTOR SHALL MAINTAIN WORKING AND MAINTENANCE CLEARANCES FOR EXISTING EQUIPMENT. 11. SWITCHES OR CIRCUIT BREAKERS USED AS SWITCHES SHALL BE INSTALLED SUCH THAT THE CENTER OF THE GRIP OF THE OPERATING HANDLE, WHEN IN ITS HIGHEST POSITION, IS NOT MORE THAN 6 FEET 7 INCHES ABOVE THE FLOOR OR WORKING PLATFORM PER CEC ART. 404.8(A). 12. CONTRACTOR TO CONSULT INSTALLATION MANUALS OF NEW EQUIPMENT FOR PROPER MOUNTING METHODS AND CLEARANCES. 13. EXACT CONDUIT ROUTE TBD BY CONTRACTOR. 14. CONDUITS AND FITTINGS VISIBLE TO THE PUBLIC SHALL BE PAINTED TO MATCH THE EXISTING BUILDING IF REQUIRED BY THE JURISDICTION OR OWNER. N.T.S. NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING A NEW EQUIPMENT LOCATED IN ELECTRICAL ROOM BUILDING E5SCALE: N.T.S NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING B3 SCALE: N.T.S NEW EQUIPMENT & EXISTING EQUIPMENT IN ELECTRICAL BUILDING C4 SCALE: N.T.S ELECTRICAL ROOM ELECTRICAL ROOM ELECTRICAL CLOSET TELE/ CABLE SCALE: N.T.S. SCALE: N.T.S. NEW EQUIPMENT LOCATED ON ROOF BUILDING E 6 NEW EQUIPMENT LOCATED INGYM STORAGE ROOM BUILDING F2SCALE: N.T.S.1 (N) 125A AC DISCONNECT RSD 2 (N) INVERTER #8 SE80K (N) INVERTER #7 SE40K US (N) 70A AC DISCONNECT - RSD 5 (N) 250A AC DISCONNECT RSD-3 (N) 70A AC DISCONNECT - RSD 1 (N) INVERTER #10 SE40K (N) 30A DC DISCONNECT - RSD 2 (N) INVERTER #9 SE100K (N) PANEL BOARD DP-PV-2 ELECTRICAL ROOM (N) INVERTER #11 SE40K 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Elie Sayegh, PE Local Jurisdiction: Santa Ana, CA Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Supplemental Plan Check Calculations 3rd Submittal Friday, February 16, 2024 1909 N. Fairview St. Samueli Academy _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.1 PCC2 - Response Letter PCC2.1.1 - PCC2.1.5 2.2 PCC2 - Panel Claw Detailed Analysis (Bldgs. A, B, E, F) PCC2.2.1 - PCC2.2.28 2.3 PCC2 - Attachment Overturning Check & Product Info PCC2.3.1 - PCC2.3.8 2.4 PCC2 - Public Work Comment PCC2.4.1 - PCC2.4.4 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Table of Content 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.1 PCC2 - Response Letter 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.2 PCC2 - Panel Claw Detailed Analysis (Bldgs. A, B, E, F) 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Oct 20th, 2023 RE: Samueli Academy Bldg A / B / E / E-5D /F plan check comments To whom it concerns, PanelClaw, Inc. 1600 Osgood Street, Suite 2023 North Andover, MA 01845 Tel +1 (978) 688.4900 Fax +1 (978) 688.5100 www.panelclaw.com You have brought to our attention a few items with respect to the above referenced rooftop solar arrays. Below are the issues as we understand them followed by our response. This does not address all items in the review but only the ones that apply to PanelClaw. Other parties will need to address the other items. Comments: PC Response:  Per ASCE 7-16 Section 31.6.1 Wind Tunnel Test Requirements, Wind loads on roof-mounted solar collectors with roof slope less than 7 degrees are permitted to be determined by wind tunnel tests as generic loads applicable to a range of buildings, by determining load coefficients for use in the analysis equations of the Directional Procedure in Chapters 27 and 29 for MWFRS and in Part 5 of Chapter 30 for C&C.  Testing to determine wind loads on the PanelClaw 10° or 5° south-facing roof mount solar racking system was performed in a CPP boundary layer wind tunnel. Reports for the Wind Tunnel Test were already attached at the end of each calculation set.  The load calculation was finished by an online layout and calculation tool called WindLab which is The CPP PROPRIETARY SOFTWARE that uses this analytical model and allows application of the model on any flat roof. WindLab incorporates the variation of loads across the roof as described above, and allows them to be applied on any size roof or array.  The load calculation result with detailed DL and Mechanical Attachment to resist uplift at module/panel level are attached to this response letter. The standard submittal calculation set shows Array level summarized results which is aligned with these attached calculations.  Per ASCE 7-16 Section 31.6.1.2 Peer Review Requirements for Wind Tunnel Studies of Roof-Mounted Solar Collectors. The peer reviewer shall submit a written report to the Authority Having Jurisdiction.  These reports were peer reviewed by Gregory A. Kopp, PhD, PEng. who is currently Chair of the ASCE 49 Standards Committee Wind Tunnel Testing for Buildings and other Structures. See the attached peer review report. Comments: PCC2.2.1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PC Response:  this TBD dimension depends on the roof attachment's manufacturer and the specific model of the roof anchors. Best regards, Yiyang(Jake) Jia, P.E. Senior Applications Engineer PanelClaw, Inc jake.jia@panelclaw.com PCC2.2.2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Gregory A. Kopp, PhD, PEng Professor Boundary Layer Wind Tunnel Laboratory, Faculty of Engineering, University of Western Ontario, London, ON, N6A 5B9, Canada ____________________________________________________________________________________ January 30, 2019 Dr. Mika Jovanovic PanelClaw, Inc. 1600 Osgood St, Suite 2023 North Andover, MA, 01845 United States Re: Review of CPP wind tunnel test report 11828 for the Panel Claw 10o Tilt System Dear Dr. Jovanovic, I am writing this letter in response to your request to review the wind tunnel test report by Cermak, Peterka & Peterson (CPP) “Final Report: Wind Tunnel Tests and Load Analysis for PanelClaw roof mount 10o Tilt South-Facing, CPP Project 11828”, by Anisa Como and David Banks, dated 2019 January 28. The purpose of this review is to assess whether the approach and analysis used by CPP meets the requirements of ASCE 7-05 Section 6.6.2, ASCE 7-10 Chapter 31, ASCE 7-16 Chapter 31, ASCE 49-12, and SEAOC- PV2-2017. The requirements of ASCE 7-05, ASCE 7-10, and ASCE 49-12 are essentially identical and focus on the requirements of wind tunnel test methods. The SEAOC-PV2-2017 and ASCE 7-16 requirements are also nearly identical but have additional requirements particular to roof-mounted solar arrays wind tunnel test methods when compared to earlier standards. I would note that I have worked with Dr. Banks and Mr. Fewless on a few occasions, primarily with Dr. Banks on several wind-related committees, including the development of the SEAOC recommendations “Wind loads on low profile solar photovoltaic systems on flat roofs and in balloted proposals pertaining to wind loads on roof-mounted solar arrays for ASCE 7-16. We also published a paper together on wind tunnel testing requirements for determining wind loads on roof-mounted solar arrays (G.A. Kopp & D. Banks, 2013, Use of the wind tunnel test method for obtaining design wind loads on roof-mounted solar arrays, ASCE Journal of Structural Engineering, vol. 139(2), pp. 284-287), which helped to inform the SEAOC and ASCE 7-16 processes. I wrote a chapter of a book with Mr. Fewless pertaining to wind loads on low-rise buildings for ASCE. However, I can provide this assessment as an independent expert, since I was not involved in any way with the experimental design and analysis described in the CPP report under consideration here. I have the necessary technical expertise pertaining to wind tunnel studies of roof-mounted solar arrays to assess this report. I have conducted numerous wind tunnel studies of roof-mounted solar arrays as part of the Boundary Layer Wind Tunnel Laboratory at the University of Western Ontario. I participated in the development of SEAOC-PV2-2012 and 2017. I am a voting member of the ASCE 7 wind loads subcommittee, and in that role have guided the development of design standards for wind loads on roof- mounted solar arrays and Components & Cladding wind loads, amongst other items. I am also Chair of the ASCE 49 Standards Committee, of which Dr. Banks is a member. I have published several papers on wind effects on roof-mounted solar arrays. I was the Guest Editor for a Special Issue of the Journal of Wind Engineering and Industrial Aerodynamics (the leading wind engineering journal in the world) on Wind Effects on Roof-Mounted Solar arrays. CPP have structured their report with an alignment that matches the requirements of these standards. This structure is also used in this review, for clarity. PCC2.2.3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 January 30, 2019 Gregory A. Kopp, PhD, PEng page 2 of 4 ASCE 7-16 Section 31.2, ASCE 49-12 (as well as ASCE 7-10, Section 31.2 & ASCE 7-05, Section 6.6.2) ASCE 7-16 section 31.1 and 31.2 (ASCE 7-10 and ASCE 7-05, section 6.6) note that “wind tunnel testing shall be permitted in lieu of” the prescriptive procedures in the other chapters, but that “tests for the determination of mean and fluctuating forces and pressures shall meet all of the following conditions,” which are provided in ASCE 49-12. There are several conditions that need to be met, which are indicated in the italicized text below: 1. The natural boundary layer has been modeled to account for the variation of wind speed with height. The CPP wind tunnel experiments make use of a boundary layer wind tunnel with a relatively long test section (shown in the Figure 2-1). The set-up for this experiment included a barrier and spires at the inlet to the test section, and roughness elements placed on the ground. The array models were placed on a turntable at the downstream end of the test section. Photographs in Appendix B provide evidence of the test set-up, which appears to be conventional for such wind loading experiments at large scales where only the lower portion of the atmospheric boundary layer is simulated. The mean velocity as a function of height is provided in Appendix C. The authors state that the wind tunnel simulation, which was conducted at a scale of 1:40, represents a suburban terrain, i.e., terrain category B is ASCE 7-16. Thus, this condition is met. 2. The relevant macro- (integral) length and micro-length scales of the longitudinal component of atmospheric turbulence are modeled to approximately the same scale as that used to model the building or structure. This is typically the most difficult requirement for wind tunnel studies of small structures to meet because of the relatively large model scales, such as 1:40 in the current study, which are usually needed to resolve geometric details. The turbulence intensities depicted in Appendix C are lower than typical for suburban terrain (category B). The spectra, along with the supporting text, indicate that the intent is to model the scales of turbulence corresponding to 3 sec gusts and smaller. This is an approach that has been broadly used for examining buffeting wind loads on bridges and is appropriate for solar arrays mounted on the roofs of low-rise buildings. Nevertheless, the integral scale is within a factor of 2 of the target, which is the acceptable range. 3. The modeled building or other structure and surrounding structures and topography are geometrically similar to their full-scale counterparts. The interpretation of ASCE 49-12 regarding the wind tunnel models for a roof-mounted solar array is that the geometry of the array must be matched and placed on an appropriately sized building. A wide range of array sizes, building sizes, and array placements on the roof were made. Tests were conducted with parapets, with the array placed in many different locations on the roof. The array was always placed on a single, isolated, rectangular plan-shaped building with sharp edges. This usually provides worst case loads and is consistent with how the wind load provisions for low-rise buildings in ASCE 7 were developed. In fact, this is a comprehensive data set with sufficient information such the roof and array zones can be obtained from the data. Thus, this condition is met. 4. The projected area of the modeled building or other structure and surroundings is less than 8 percent of the test section cross-sectional area unless correction is made for blockage. The blockage in the wind tunnel tests was not reported, but it is stated that it is less than 5%. Thus, this condition is met. 5. The longitudinal pressure gradient in the wind tunnel test section is accounted for. This criteria is discussed in the report and is met. 6. Reynolds number effects on pressures and forces are minimized. Equation (2-6) in ASCE 49-12 indicates that the Reynolds Number should be larger than 11,000, while the ASCE Manual of Practice #67 indicate that it should be above 10,000 (on p.15 of the 1999 version). The values of the Reynolds Number for this study are well above this threshold. Thus, this condition is met. 7. Response characteristics of the wind tunnel instrumentation are consistent with the required measurements. PCC2.2.4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 January 30, 2019 Gregory A. Kopp, PhD, PEng page 3 of 4 The instrumentation was adequate for the measurements that were made, and is consistent with current state-of-the-art practice. Pressure measurements were made with a system capable of resolving fluctuating and peak pressures. Several hundred pressure taps were used, and the tap layout is appropriate. Thus, this condition is met. Neither ASCE 7-05, ASCE 7-10, or ASCE 49-12 discuss data processing methodologies, but SEAOC- PV2-2017 and ASCE 7-16 indicate that these also need to be examined and discussed. This is done below. ASCE 7-16 section 31.6 and SEAOC-PV2-2017 The assumptions made in the model construction of the array are clearly articulated and represent state- of-the-art practice with respect to panel thickness, gaps between panels, tap layout, etc. Detailed drawings of the actual PanelClaw product are not included so these cannot be compared in detail within the CPP report. However, basic geometric parameters of aerodynamic importance are provided in Appendix A. The array size meets the requirements for the number of panels to establish a set of loads for large arrays. As the CPP report notes, for projects with smaller or irregular array sizes, judgement must be used in design decisions. The roof zones are examined by using a range of array placements on the roof surface. CPP defines a more refined set of roof zones than SEAOC and ASCE have. I believe these are reasonable since the testing was done for a single racking system with a large test matrix of array placements and setbacks, and is based on a thorough understanding of the array and building aerodynamics. The differences with ASCE 7-16 and SEAOC result from the fact that these standards must account for a range of arrays, including tilt angles in a relatively simplified manner. The effects of the tilt angle and deflectors will also alter the size and shape of the roof zones, as I have found in my own studies. In any case, the CPP report is an appropriate use of the well thought out experimental database, and the justification given is clear. The CPP report is consistent with the wind load methodology presented in ASCE 7-16 and SEAOC- PV2-2017. It presents peak, area-averaged pressures as a function of tributary area, where the area is normalized by the building wall size in a similar manner as SEAOC. These are depicted in Figures 3-4, 3- 5, 3-6, 3-7, and 3-8. The wind load coefficients in these figures appear to be reasonable, noting that the coefficients are more than 50% lower than those in ASCE 7-16 and SEAOC-PV2-2017. This appears to be due to the shape of this particular system, which should be effective at pressure equalization, but may be sensitive to increased loads if there is some lifting of some panels. While the choice of tributary area is discussed based on lifting of the array and load sharing, caution should be exercised in the choice of tributary area since lifting of the array may lead to increased wind loads. The design formulation for the wind loads also includes a parapet factor that is based on that in ASCE 7-16. This was actually based on data obtained by CPP, which have been published in the Journal of Wind Engineering and Industrial Aerodynamics. A factor for the edge of the array is also included, which, once again, is based on the comprehensive test matrix for this project. The conditions for the use of the data are reasonable, and based on the authors’ knowledge and understanding of the array aerodynamics. Aside for the parameters highlighted above, the additional constraints required by ASCE 7-16 and SEAOC-PV2-2012 are met. I would add that, since the range of buildings that the array will be used on is large, CPP have provided guidance in Section 4 (and elsewhere in the report) for the handling particular design issues (e.g., the presence of other roof-top equipment) without the back-up of experimental data. This guidance is provided based on their expert opinion, and I have no objections to it as I agree with the underlying assumptions. However, as new data are published on some of these topics, I would recommend that Panel Claw re-visit these issues every couple of years. CONCLUSIONS AND RECOMMENDATIONS I have no significant general criticisms of the report; it is clear, comprehensive, reporting on a study that uses state-of-the-art knowledge of wind loads on roof-mounted solar arrays. Thus, it is my opinion, based on the discussion above, that the CPP report meets the requirements of ASCE 7-16 Chapter 31, ASCE 7-10 Chapter 31, ASCE 7-05 Section 6.6.2, ASCE 49-12, and SEAOC-PV2-2017. PCC2.2.5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 January 30, 2019 Gregory A. Kopp, PhD, PEng page 4 of 4 Please let me know if you require any further information. Sincerely, G.A. Kopp, PhD, PEng Professor PCC2.2.6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.1 Module Index 1 2 13 3 12 4 11 5 10 6 8 7 9 14 15 20 16 19 17 18 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 23.5 27.8 4.44 73.9 22.5 176 228 96.4 3 198 348 0 0 198 374 347 208 2 23.5 27.8 4.44 73.9 24.3 877 228 98.2 0 98.2 457 0 0 98.2 975 456 274 3 23.5 27.8 4.44 73.9 17.7 173 228 91.5 2 159 257 0 0 159 332 256 154 4 23.5 27.8 4.44 73.9 15.9 0 228 89.7 5 258 244 0 0 258 258 243 146 5 23.5 27.8 4.44 73.9 15.9 0 228 89.7 5 258 231 0 0 258 258 231 138 6 23.5 27.8 4.44 73.9 13.8 0 228 87.6 4 223 219 0 0 223 223 219 131 7 23.5 27.8 4.44 73.9 19.9 0 228 93.8 5 263 249 0 0 263 263 248 149 8 23.5 27.8 4.44 73.9 19 0 228 92.8 5 262 228 0 0 262 262 227 136 9 23.5 27.8 4.44 73.9 16.6 230 228 90.5 0 90.5 231 0 0 90.5 320 231 138 10 23.5 27.8 4.44 73.9 15.9 0 228 89.7 5 258 239 0 0 258 258 239 143 11 23.5 27.8 4.44 73.9 15.9 0 228 89.7 5 258 251 0 0 258 258 251 150 12 23.5 27.8 4.44 73.9 17.7 173 228 91.5 1 125 264 0 0 125 298 263 158 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.7 Samueli Academy Bldg A Detailed Uplift Analysis 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 13 23.5 27.8 4.44 73.9 15.6 300 228 89.4 0 89.4 277 0 0 89.4 389 277 166 14 23.5 27.8 4.44 73.9 15.6 230 228 89.4 0 89.4 263 0 0 89.4 319 228 137 15 23.5 27.8 4.44 73.9 16.8 0 228 90.6 5 259 225 0 0 259 259 225 135 16 23.5 27.8 4.44 73.9 13.8 0 228 87.6 3 189 179 0 0 189 189 179 107 17 23.5 27.8 4.44 73.9 19.9 0 228 93.8 5 263 234 0 0 263 263 203 122 18 23.5 27.8 4.44 73.9 25.6 230 228 99.5 1 133 362 0 0 133 363 314 188 19 23.5 27.8 4.44 73.9 20.8 173 228 94.6 1 128 281 0 0 128 301 243 146 20 23.5 27.8 4.44 73.9 15.6 300 228 89.4 0 89.4 280 0 0 89.4 389 243 146 6554 5123 3074 0.6 W Total Wind Uplift 3074 Factor of Safety = DL/0.6W 2.13 PCC2.2.8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.2 Module Index 1 9 2 3 8 4 5 10 6 7 11 33 32 12 30 31 13 29 28 14 26 27 15 25 24 16 22 23 17 21 19 18 20 34 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 23.5 27.8 4.44 73.9 22.5 176 401 96.4 1 130 277 0 0 130 306 240 144 2 23.5 27.8 4.44 73.9 15.9 0 401 89.7 5 258 252 0 0 258 258 219 131 3 23.5 27.8 4.44 73.9 16.6 378 401 90.5 0 90.5 356 0 18 72.5 450 309 186 4 23.5 27.8 4.44 73.9 15.6 298 401 89.4 0 89.4 317 0 10.5 78.9 377 275 165 5 23.5 27.8 4.44 73.9 16.6 232 401 90.5 0 90.5 354 33 0 123 355 307 184 6 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 367 0 0 93.3 563 318 191 7 23.5 27.8 4.44 73.9 16.9 127 401 90.7 5 259 380 0 1.2 258 385 330 198 8 23.5 27.8 4.44 73.9 24.3 831 401 98.2 0 98.2 594 0 0 98.2 929 516 310 9 23.5 27.8 4.44 73.9 22.5 176 401 96.4 3 198 364 0 0 198 374 316 190 10 23.5 27.8 4.44 73.9 19.5 471 401 93.3 0 93.3 441 0 4.5 88.8 560 440 264 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 11 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 442 0 0 93.3 563 441 265 12 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 439 0 1.8 91.5 561 438 263 13 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 419 0 0 93.3 563 418 251 14 23.5 27.8 4.44 73.9 17.7 172 401 91.5 4 227 397 0 0 227 398 396 238 15 23.5 27.8 4.44 73.9 15.6 298 401 89.4 0 89.4 376 0 0 89.4 387 375 225 16 23.5 27.8 4.44 73.9 17.7 172 401 91.5 3 193 356 0 0 193 364 355 213 17 23.5 27.8 4.44 73.9 15.6 300 401 89.4 0 89.4 337 0 6 83.4 383 336 202 18 23.5 27.8 4.44 73.9 27.4 714 401 101 0 101 388 0 0 101 815 387 232 19 23.5 27.8 4.44 73.9 20.8 266 401 94.6 0 94.6 312 0 0 94.6 361 311 187 20 23.5 27.8 4.44 73.9 18.7 230 401 92.6 1 126 342 0 0 126 356 342 205 21 23.5 27.8 4.44 73.9 27.7 209 401 102 5 270 447 0 0 270 479 446 268 22 23.5 27.8 4.44 73.9 17.7 172 401 91.5 3 193 337 0 0 193 364 336 202 23 23.5 27.8 4.44 73.9 14.8 57.8 401 88.7 4 224 287 6 0 230 287 286 172 24 23.5 27.8 4.44 73.9 16.9 55.6 401 90.7 5 259 299 0 0 259 315 299 179 25 23.5 27.8 4.44 73.9 15.6 298 401 89.4 0 89.4 345 0 0 89.4 387 344 206 26 23.5 27.8 4.44 73.9 17.7 172 401 91.5 3 193 350 0 0 193 364 349 210 27 23.5 27.8 4.44 73.9 16.9 55.6 401 90.7 5 259 312 0 1.2 258 314 311 187 28 23.5 27.8 4.44 73.9 14.8 83.4 401 88.7 4 224 323 15.8 0 239 323 322 193 29 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 352 0 14 79.4 549 352 211 30 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 349 0 0 93.3 563 348 209 31 23.5 27.8 4.44 73.9 14.8 111 401 88.7 4 224 332 0 0.6 223 334 331 199 32 23.5 27.8 4.44 73.9 14.8 111 401 88.7 4 224 338 3 0 227 338 337 202 33 23.5 27.8 4.44 73.9 19.5 469 401 93.3 0 93.3 390 0 0 93.3 563 338 203 34 23.5 27.8 4.44 73.9 25.6 230 401 99.5 2 167 365 0 0 167 397 364 219 14887 11836 7101 0.6 W Total Wind Uplift 7101 Factor of Safety = DL/0.6W 2.10 PCC2.2.10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.1 Module Index 17 1 2 3 4 5 6 7 8 9 18 10 11 12 13 14 15 16 19 20 30 28 29 21 31 26 25 22 32 33 34 27 24 23 35 36 37 38 39 40 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 24.9 27.8 4.44 73.9 28.5 820 731 102 0 102 431 0 0 102 922 430 258 2 24.9 27.8 4.44 73.9 23.5 212 731 97.4 2 163 364 0 0 163 375 363 218 3 24.9 27.8 4.44 73.9 21.5 212 731 95.3 0 95.3 288 0 0 95.3 307 287 172 4 24.9 27.8 4.44 73.9 21.5 212 731 95.3 0 95.3 219 0 0 95.3 307 219 131 5 24.9 27.8 4.44 73.9 24.6 194 731 98.4 0 98.4 165 0 0 98.4 292 165 99 6 24.9 27.8 4.44 73.9 34.4 900 731 108 0 108 389 0 0 108 1008 388 233 7 24.9 27.8 4.44 73.9 28.5 820 731 102 0 102 279 0 0 102 922 279 167 8 24.9 27.8 4.44 73.9 28.5 820 731 102 0 102 355 0 0 102 922 354 212 9 24.9 27.8 4.44 73.9 34.4 900 731 108 0 108 438 0 0 108 1008 437 262 10 24.9 27.8 4.44 73.9 20.8 230 731 94.6 3 192 409 0 0 192 422 408 245 11 24.9 27.8 4.44 73.9 27.7 209 731 102 3 199 395 0 1 198 407 394 237 12 24.9 27.8 4.44 73.9 19 48 731 92.8 4 223 272 1 0 224 272 272 163 13 24.9 27.8 4.44 73.9 27.7 227 731 102 1 134 329 0 0 134 361 328 197 14 24.9 27.8 4.44 73.9 25.6 209 731 99.5 2 165 357 0 0 165 374 356 214 15 24.9 27.8 4.44 73.9 15.6 230 731 89.4 0 89.4 285 0 0 89.4 319 285 171 16 24.9 27.8 4.44 73.9 17.7 230 731 91.5 1 124 350 0 0 124 354 349 209 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.11 Samueli Academy Bldg B Detailed Uplift Analysis 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17 24.9 27.8 4.44 73.9 32.3 900 731 106 0 106 539 0 0 106 1006 538 323 18 24.9 27.8 4.44 73.9 32.3 900 731 106 0 106 536 0 0 106 1006 535 321 19 24.9 27.8 4.44 73.9 27.7 230 731 102 5 265 475 0 0 265 495 474 284 20 24.9 27.8 4.44 73.9 18.7 230 731 92.6 1 125 340 0 0 125 355 339 203 21 24.9 27.8 4.44 73.9 20.5 578 731 94.4 0 94.4 368 0 0 94.4 672 367 220 22 24.9 27.8 4.44 73.9 19.5 582 731 93.3 0 93.3 346 0 0 93.3 675 346 207 23 24.9 27.8 4.44 73.9 20.8 173 731 94.6 3 192 348 0 0 192 365 347 208 24 24.9 27.8 4.44 73.9 25.6 227 731 99.5 0 99.5 323 0 0 99.5 326 323 194 25 24.9 27.8 4.44 73.9 23.5 194 731 97.4 2 163 355 0 0 163 357 354 213 26 24.9 27.8 4.44 73.9 24.3 900 731 98.2 0 98.2 440 0 0 98.2 998 439 263 27 24.9 27.8 4.44 73.9 27.4 508 731 101 0 101 422 0 0 101 609 421 252 28 24.9 27.8 4.44 73.9 27.7 209 731 102 1 134 337 0 0 134 343 337 202 29 24.9 27.8 4.44 73.9 32.3 900 731 106 0 106 469 0 0 106 1006 468 281 30 24.9 27.8 4.44 73.9 18.7 230 731 92.6 0 92.6 307 0 0 92.6 323 307 184 31 24.9 27.8 4.44 73.9 20.5 590 731 94.4 0 94.4 371 0 0 94.4 684 370 222 32 24.9 27.8 4.44 73.9 19.5 530 731 93.3 0 93.3 350 0 0 93.3 623 349 210 33 24.9 27.8 4.44 73.9 23.5 194 731 97.4 2 163 350 0 0 163 357 349 210 34 24.9 27.8 4.44 73.9 24.6 176 731 98.4 5 261 436 0 0 261 437 436 261 35 24.9 27.8 4.44 73.9 27.4 732 731 101 0 101 465 0 0 101 833 464 278 36 24.9 27.8 4.44 73.9 25.6 245 731 99.5 0 99.5 319 0 0 99.5 344 318 191 37 24.9 27.8 4.44 73.9 25.6 245 731 99.5 0 99.5 338 0 0 99.5 344 337 202 38 24.9 27.8 4.44 73.9 27.4 900 731 101 0 101 597 0 0 101 1001 595 357 39 24.9 27.8 4.44 73.9 27.7 230 731 102 5 265 468 0 0 265 495 467 280 40 24.9 27.8 4.44 73.9 27.4 526 731 101 0 101 487 0 0 101 627 486 291 22860 15080 9048 0.6 W Total Wind Uplift 9048 Factor of Safety = DL/0.6W 2.53 PCC2.2.12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.1 Module Index 67 59 51 43 34 42 33 24 32 23 16 41 31 22 15 10 6 3 1 44 35 25 17 11 7 4 2 52 45 36 26 18 12 8 5 60 53 46 37 27 19 13 9 68 61 54 47 38 28 20 14 69 62 55 48 29 21 75 70 63 56 39 30 76 71 49 40 64 57 50 72 65 58 77 73 66 80 78 74 83 81 79 86 84 82 89 87 85 92 90 88 95 93 91 98 96 94 101 99 97 102 100 104 103 106 105 108 107 110 109 112 111 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.13 Samueli Academy Bldg E Detailed Uplift Analysis 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 25.9 27.8 4.44 73.9 24.3 508 546 98.2 0 98.2 508 0 0 98.2 606 507 304 2 25.9 27.8 4.44 73.9 19.5 794 546 93.3 0 93.3 522 0 14 79.4 873 521 312 3 25.9 27.8 4.44 73.9 17.8 36 546 91.7 5 260 279 0 0 260 296 278 167 4 25.9 27.8 4.44 73.9 14.8 103 546 88.7 2 156 290 31 0 187 290 289 174 5 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 554 0 0 93.3 563 553 332 6 25.9 27.8 4.44 73.9 25.4 810 546 99.2 0 99.2 562 0 0 99.2 909 561 336 7 25.9 27.8 4.44 73.9 20.5 500 546 94.4 0 94.4 444 0 14.1 80.3 580 443 266 8 25.9 27.8 4.44 73.9 16.6 416 546 90.5 0 90.5 361 0 15.3 75.1 491 361 216 9 25.9 27.8 4.44 73.9 21.6 469 546 95.4 1 129 565 0 0 129 599 564 339 10 25.9 27.8 4.44 73.9 20.5 606 546 94.4 0 94.4 544 0 0 94.4 701 543 326 11 25.9 27.8 4.44 73.9 20.5 535 546 94.4 0 94.4 469 0 0 94.4 629 468 281 12 25.9 27.8 4.44 73.9 18.7 211 546 92.6 3 194 424 20 0 214 424 423 254 13 25.9 27.8 4.44 73.9 20.5 571 546 94.4 0 94.4 405 0 3 91.4 663 405 243 14 25.9 27.8 4.44 73.9 19.5 496 546 93.3 0 93.3 568 0 0 93.3 589 566 340 15 25.9 27.8 4.44 73.9 16.6 382 546 90.5 0 90.5 402 0 28 62.5 444 401 241 16 25.9 27.8 4.44 73.9 21.6 431 546 95.4 2 163 569 0 2 161 592 568 341 17 25.9 27.8 4.44 73.9 20.5 484 546 94.4 0 94.4 430 0 15 79.4 563 429 257 18 25.9 27.8 4.44 73.9 20.5 499 546 94.4 0 94.4 469 0 7.61 86.8 586 468 281 19 25.9 27.8 4.44 73.9 16.6 378 546 90.5 0 90.5 429 0 0 90.5 469 428 257 20 25.9 27.8 4.44 73.9 23.7 462 546 97.5 0 97.5 563 3 0 101 563 488 293 21 25.9 27.8 4.44 73.9 19.5 525 546 93.3 0 93.3 565 0 0 93.3 618 564 339 22 25.9 27.8 4.44 73.9 16.6 276 546 90.5 0 90.5 361 0 0 90.5 366 360 216 23 25.9 27.8 4.44 73.9 18.7 214 546 92.6 1 126 370 30 0 156 370 369 221 24 25.9 27.8 4.44 73.9 19.5 794 546 93.3 0 93.3 531 0 0 93.3 887 530 318 25 25.9 27.8 4.44 73.9 16.6 368 546 90.5 0 90.5 351 0 18 72.5 440 350 210 26 25.9 27.8 4.44 73.9 18.7 198 546 92.6 4 228 440 15 0 243 441 439 263 27 25.9 27.8 4.44 73.9 20.5 517 546 94.4 0 94.4 522 0 17.8 76.6 593 453 272 28 25.9 27.8 4.44 73.9 29.5 655 546 103 0 103 556 0 13.2 90.2 745 483 290 29 25.9 27.8 4.44 73.9 19.5 635 546 93.3 0 93.3 620 0 0 93.3 728 538 323 30 25.9 27.8 4.44 73.9 19.5 525 546 93.3 0 93.3 549 0 0 93.3 618 548 329 PCC2.2.14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 31 25.9 27.8 4.44 73.9 25.6 194 546 99.5 5 268 458 0 0 268 462 457 274 32 25.9 27.8 4.44 73.9 15.6 230 546 89.4 0 89.4 315 0 0 89.4 319 314 189 33 25.9 27.8 4.44 73.9 16.6 416 546 90.5 0 90.5 298 0 0 90.5 506 297 178 34 25.9 27.8 4.44 73.9 24.3 508 546 98.2 0 98.2 513 0 0 98.2 606 512 307 35 25.9 27.8 4.44 73.9 16.6 410 546 90.5 0 90.5 407 0 6 84.5 494 406 243 36 25.9 27.8 4.44 73.9 18.7 172 546 92.6 2 160 374 42 0 202 374 373 224 37 25.9 27.8 4.44 73.9 16.6 384 546 90.5 0 90.5 439 0 0 90.5 474 438 263 38 25.9 27.8 4.44 73.9 25.7 426 546 99.6 1 133 590 31 0 164 590 512 307 39 25.9 27.8 4.44 73.9 19.5 525 546 93.3 0 93.3 615 0 0 93.3 618 534 320 40 25.9 27.8 4.44 73.9 21.6 497 546 95.4 1 129 608 0 0 129 626 528 317 41 25.9 27.8 4.44 73.9 24.3 831 546 98.2 0 98.2 650 0 0 98.2 929 649 389 42 25.9 27.8 4.44 73.9 15.9 0 546 89.7 5 258 246 0 0 258 258 246 147 43 25.9 27.8 4.44 73.9 15.7 36 546 89.6 4 225 242 0 0 225 261 241 145 44 25.9 27.8 4.44 73.9 21.6 471 546 95.4 1 129 573 0 0 129 600 571 343 45 25.9 27.8 4.44 73.9 18.7 224 546 92.6 3 194 423 6 0 200 424 422 253 46 25.9 27.8 4.44 73.9 16.6 370 546 90.5 0 90.5 387 0 24 66.5 437 386 232 47 25.9 27.8 4.44 73.9 20.5 520 546 94.4 0 94.4 498 0 0 94.4 614 432 259 48 25.9 27.8 4.44 73.9 19.5 559 546 93.3 0 93.3 611 0 0 93.3 652 530 318 49 25.9 27.8 4.44 73.9 21.6 456 546 95.4 2 163 605 0 2.1 161 617 525 315 50 25.9 27.8 4.44 73.9 21.6 471 546 95.4 1 129 585 0 2.1 127 598 508 305 51 25.9 27.8 4.44 73.9 26.7 176 546 101 1 134 279 0 0 134 310 278 167 52 25.9 27.8 4.44 73.9 21.6 469 546 95.4 1 129 578 0 0 129 599 577 346 53 25.9 27.8 4.44 73.9 16.6 427 546 90.5 0 90.5 495 0 4.4 86.1 513 429 258 54 25.9 27.8 4.44 73.9 20.5 520 546 94.4 0 94.4 452 0 14.1 80.3 601 392 235 55 25.9 27.8 4.44 73.9 20.5 545 546 94.4 0 94.4 505 0 0 94.4 640 438 263 56 25.9 27.8 4.44 73.9 27.4 714 546 101 0 101 693 0 0 101 815 601 361 57 25.9 27.8 4.44 73.9 18.7 319 546 92.6 3 194 550 38 0 232 551 478 287 58 25.9 27.8 4.44 73.9 21.6 469 546 95.4 1 129 563 0 0 129 599 488 293 59 25.9 27.8 4.44 73.9 34.4 900 546 108 0 108 360 0 0 108 1008 359 216 60 25.9 27.8 4.44 73.9 21.6 472 546 95.4 3 197 652 0 0 197 668 566 340 61 25.9 27.8 4.44 73.9 23.7 416 546 97.5 0 97.5 560 47 0 145 560 486 291 62 25.9 27.8 4.44 73.9 20.5 545 546 94.4 0 94.4 470 0 0 94.4 640 408 245 63 25.9 27.8 4.44 73.9 23.7 505 546 97.5 0 97.5 557 0 0 97.5 603 484 290 64 25.9 27.8 4.44 73.9 26.4 831 546 100 1 134 964 0 0 134 965 837 502 65 25.9 27.8 4.44 73.9 16.6 489 546 90.5 0 90.5 473 0 33.8 56.7 546 410 246 66 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 541 0 0 93.3 563 470 282 67 25.9 27.8 4.44 73.9 32.3 900 546 106 0 106 403 0 0 106 1006 403 242 68 25.9 27.8 4.44 73.9 27.4 714 546 101 0 101 748 0 10.1 91.2 805 649 390 69 25.9 27.8 4.44 73.9 19.5 559 546 93.3 0 93.3 595 0 18.5 74.9 634 516 310 70 25.9 27.8 4.44 73.9 23.7 505 546 97.5 0 97.5 528 0 0 97.5 603 458 275 71 25.9 27.8 4.44 73.9 27.4 732 546 101 0 101 684 0 0 101 833 594 356 72 25.9 27.8 4.44 73.9 19.5 471 546 93.3 0 93.3 547 0 0 93.3 564 474 285 73 25.9 27.8 4.44 73.9 20.5 605 546 94.4 0 94.4 459 0 18.8 75.6 681 399 239 74 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 453 0 14 79.4 549 452 271 75 25.9 27.8 4.44 73.9 27.4 714 546 101 0 101 690 0 0 101 815 599 359 76 25.9 27.8 4.44 73.9 27.4 732 546 101 0 101 658 0 0 101 833 571 343 77 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 539 0 0 93.3 563 467 280 PCC2.2.15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 78 25.9 27.8 4.44 73.9 16.6 286 546 90.5 0 90.5 445 69 0 159 446 386 232 79 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 436 0 0 93.3 563 435 261 80 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 528 0 5.1 88.2 558 458 275 81 25.9 27.8 4.44 73.9 16.6 492 546 90.5 0 90.5 430 0 31.2 59.3 552 373 224 82 25.9 27.8 4.44 73.9 19.8 172 546 93.6 5 262 420 0 0 262 434 419 251 83 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 516 0 0 93.3 563 448 269 84 25.9 27.8 4.44 73.9 20.5 577 546 94.4 0 94.4 362 0 18.8 75.6 653 361 217 85 25.9 27.8 4.44 73.9 17.7 298 546 91.5 1 125 404 0 2.85 122 420 403 242 86 25.9 27.8 4.44 73.9 19.5 469 546 93.3 0 93.3 504 0 0 93.3 563 437 262 87 25.9 27.8 4.44 73.9 16.6 231 546 90.5 0 90.5 350 29 0 119 350 349 209 88 25.9 27.8 4.44 73.9 17.7 172 546 91.5 4 227 389 0 0 227 398 388 233 89 25.9 27.8 4.44 73.9 19.8 172 546 93.6 5 262 426 0 1.05 261 433 425 255 90 25.9 27.8 4.44 73.9 16.6 421 546 90.5 0 90.5 338 0 21.2 69.3 490 337 202 91 25.9 27.8 4.44 73.9 15.6 298 546 89.4 0 89.4 374 0 1.8 87.6 385 374 224 92 25.9 27.8 4.44 73.9 17.7 298 546 91.5 1 125 414 0 0 125 423 413 248 93 25.9 27.8 4.44 73.9 16.6 215 546 90.5 0 90.5 326 20 0 110 326 325 195 94 25.9 27.8 4.44 73.9 17.7 172 546 91.5 3 193 361 0 0 193 364 360 216 95 25.9 27.8 4.44 73.9 19.8 172 546 93.6 5 262 402 0 3.35 259 431 401 241 96 25.9 27.8 4.44 73.9 16.6 421 546 90.5 0 90.5 314 0 18 72.5 494 314 188 97 25.9 27.8 4.44 73.9 15.6 300 546 89.4 0 89.4 348 0 3 86.4 386 347 208 98 25.9 27.8 4.44 73.9 17.7 300 546 91.5 1 125 390 0 0 125 425 389 234 99 25.9 27.8 4.44 73.9 21.8 194 546 95.7 1 129 344 21 0 150 344 343 206 100 25.9 27.8 4.44 73.9 17.7 173 546 91.5 3 193 335 0 0 193 366 334 201 101 25.9 27.8 4.44 73.9 27.4 714 546 101 0 101 635 0 0 101 815 634 380 102 25.9 27.8 4.44 73.9 15.6 300 546 89.4 0 89.4 356 0 0 89.4 389 355 213 103 25.9 27.8 4.44 73.9 15.6 300 546 89.4 0 89.4 323 0 0 89.4 389 322 193 104 25.9 27.8 4.44 73.9 17.7 173 546 91.5 3 193 344 0 0 193 366 343 206 105 25.9 27.8 4.44 73.9 17.7 173 546 91.5 2 159 312 0 0 159 332 311 187 106 25.9 27.8 4.44 73.9 15.6 300 546 89.4 0 89.4 332 0 0 89.4 389 331 199 107 25.9 27.8 4.44 73.9 15.6 300 546 89.4 0 89.4 301 0 0 89.4 389 300 180 108 25.9 27.8 4.44 73.9 17.7 173 546 91.5 2 159 321 0 0 159 332 320 192 109 25.9 27.8 4.44 73.9 17.7 173 546 91.5 1 125 290 0 0 125 298 290 174 110 25.9 27.8 4.44 73.9 15.6 300 546 89.4 0 89.4 310 0 0 89.4 389 309 185 111 25.9 27.8 4.44 73.9 25.6 209 546 99.5 1 133 331 0 0 133 342 330 198 112 25.9 27.8 4.44 73.9 27.4 750 546 101 0 101 353 0 0 101 851 352 211 61417 49083 29450 0.6 W Total Wind Uplift 29450 Factor of Safety = DL/0.6W 2.09 PCC2.2.16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.1 Module Index 53 52 46 47 54 51 45 44 50 42 43 49 41 40 48 38 39 26 8 7 28 29 25 6 5 27 30 4 3 2 1 32 31 12 11 10 9 33 34 16 15 14 13 36 35 20 19 18 17 37 24 23 22 21 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 22.2 27.8 4.44 73.9 14.7 191 433 88.5 0 88.5 213 0 0 88.5 279 212 127 2 22.2 27.8 4.44 73.9 14.7 203 433 88.5 0 88.5 246 0 0 88.5 291 245 147 3 22.2 27.8 4.44 73.9 16.6 248 433 90.5 0 90.5 313 0 5 85.5 333 313 188 4 22.2 27.8 4.44 73.9 24.3 831 433 98.2 0 98.2 577 0 0 98.2 929 576 346 5 22.2 27.8 4.44 73.9 18.7 184 433 92.6 4 223 219 0 0 223 407 219 131 6 22.2 27.8 4.44 73.9 20.8 224 433 94.6 5 258 260 0 0 258 482 259 156 7 22.2 27.8 4.44 73.9 27.4 828 433 101 2 166 374 0 0 166 994 374 224 8 22.2 27.8 4.44 73.9 27.4 864 433 101 4 232 434 0 0 232 1096 433 260 9 22.2 27.8 4.44 73.9 16.8 69.3 433 90.6 2 156 212 0 0 156 225 211 127 10 22.2 27.8 4.44 73.9 16.8 72 433 90.6 4 221 239 0 4 217 289 239 143 11 22.2 27.8 4.44 73.9 14.8 67.8 433 88.7 3 186 262 9 0 195 263 262 157 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.17 Samueli Academy Bldg E-5D Detailed Uplift Analysis 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 12 22.2 27.8 4.44 73.9 19.5 471 433 93.3 0 93.3 331 0 0 93.3 564 330 198 13 22.2 27.8 4.44 73.9 19.8 261 433 93.6 0 93.6 247 0 0 93.6 355 247 148 14 22.2 27.8 4.44 73.9 18.7 359 433 92.6 4 223 232 0 0 223 582 232 139 15 22.2 27.8 4.44 73.9 14.8 42.5 433 88.7 4 219 250 0 0 219 262 250 150 16 22.2 27.8 4.44 73.9 17.7 172 433 91.5 2 157 314 0 0 157 328 313 188 17 22.2 27.8 4.44 73.9 15.6 230 433 89.4 0 89.4 262 0 0 89.4 319 261 157 18 22.2 27.8 4.44 73.9 18.7 154 433 92.6 3 190 232 0 0 190 344 231 139 19 22.2 27.8 4.44 73.9 14.8 38.7 433 88.7 4 219 240 0 0 219 258 240 144 20 22.2 27.8 4.44 73.9 15.6 300 433 89.4 0 89.4 297 0 0 89.4 389 297 178 21 22.2 27.8 4.44 73.9 23.5 209 433 97.4 0 97.4 306 0 0 97.4 306 305 183 22 22.2 27.8 4.44 73.9 21.7 208 433 95.6 0 95.6 264 0 0 95.6 304 264 158 23 22.2 27.8 4.44 73.9 21.7 208 433 95.6 0 95.6 295 0 0 95.6 304 294 176 24 22.2 27.8 4.44 73.9 27.4 714 433 101 0 101 489 0 0 101 815 488 293 25 22.2 27.8 4.44 73.9 21.6 432 433 95.4 1 128 353 0 0 128 560 352 211 26 22.2 27.8 4.44 73.9 21.6 554 433 95.4 1 128 366 0 0 128 682 365 219 27 22.2 27.8 4.44 73.9 14.8 18 433 88.7 3 186 176 0 0 186 204 175 105 28 22.2 27.8 4.44 73.9 14.8 46 433 88.7 3 186 190 0 0 186 232 190 114 29 22.2 27.8 4.44 73.9 17.7 173 433 91.5 2 157 157 0 0 157 330 156 94 30 22.2 27.8 4.44 73.9 13.8 0 433 87.6 3 185 167 0 0 185 185 167 100 31 22.2 27.8 4.44 73.9 13.8 0 433 87.6 3 185 176 0 0 185 185 176 106 32 22.2 27.8 4.44 73.9 14.8 0 433 88.7 3 186 181 0 0 186 186 181 108 33 22.2 27.8 4.44 73.9 14.8 28 433 88.7 3 186 185 0 0 186 214 184 111 34 22.2 27.8 4.44 73.9 17.7 300 433 91.5 3 189 184 0 0 189 489 183 110 35 22.2 27.8 4.44 73.9 20.8 173 433 94.6 3 192 189 0 0 192 365 189 113 36 22.2 27.8 4.44 73.9 19.9 0 433 93.8 4 224 221 0 0 224 224 220 132 37 22.2 27.8 4.44 73.9 25.6 230 433 99.5 4 230 230 0 0 230 460 230 138 38 22.2 27.8 4.44 73.9 17.7 173 433 91.5 3 189 195 0 0 189 362 195 117 39 22.2 27.8 4.44 73.9 17.7 300 433 91.5 3 189 183 0 0 189 489 182 109 40 22.2 27.8 4.44 73.9 17.7 173 433 91.5 4 222 246 0 0 222 395 213 128 41 22.2 27.8 4.44 73.9 21.6 577 433 95.4 4 226 232 0 0 226 803 201 121 42 22.2 27.8 4.44 73.9 17.7 300 433 91.5 4 222 239 0 0 222 522 207 124 43 22.2 27.8 4.44 73.9 19.5 525 433 93.3 0 93.3 263 0 0 93.3 618 228 137 44 22.2 27.8 4.44 73.9 19.5 525 433 93.3 0 93.3 268 0 0 93.3 618 232 139 45 22.2 27.8 4.44 73.9 17.7 173 433 91.5 4 222 246 0 0 222 395 213 128 46 22.2 27.8 4.44 73.9 26.4 877 433 100 1 133 366 0 0 133 1010 317 190 47 22.2 27.8 4.44 73.9 26.4 877 433 100 1 133 330 0 0 133 1010 286 172 48 22.2 27.8 4.44 73.9 22.6 525 433 96.5 2 162 403 0 0 162 687 402 241 49 22.2 27.8 4.44 73.9 22.6 525 433 96.5 3 194 411 0 0 194 719 410 246 50 22.2 27.8 4.44 73.9 20.5 590 433 94.4 0 94.4 475 0 0 94.4 684 413 248 51 22.2 27.8 4.44 73.9 22.6 403 433 96.5 0 96.5 427 0 0 96.5 499 371 222 52 22.2 27.8 4.44 73.9 24.3 877 433 98.2 0 98.2 461 0 0 98.2 975 400 240 53 22.2 27.8 4.44 73.9 24.3 526 433 98.2 0 98.2 582 0 0 98.2 624 505 303 54 22.2 27.8 4.44 73.9 27.4 900 433 101 0 101 597 0 0 101 1001 518 311 26452 15158 9095 0.6 W Total Wind Uplift 9095 Factor of Safety = DL/0.6W 2.91 PCC2.2.18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.2 Module Index 94 79 66 68 70 71 73 75 76 78 56 57 58 59 60 61 62 63 45 47 49 51 52 53 54 55 33 34 35 36 37 38 39 40 23 24 26 27 29 30 31 32 9 10 11 12 13 14 15 17 1 2 3 4 5 6 7 8 16 18 19 20 21 22 25 28 41 42 43 44 46 48 50 64 65 67 69 72 74 77 80 81 82 83 84 85 86 87 88 89 90 91 92 93 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 22.2 27.8 4.44 73.9 13.8 0 159 87.6 2 153 150 0 0 153 153 149 90 2 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 118 0 0 121 121 118 71 3 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 102 0 7.6 114 114 101 61 4 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 141 0 4.3 150 150 141 84 5 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 192 6 0 192 192 192 115 6 22.2 27.8 4.44 73.9 14.8 29.8 159 88.7 4 219 249 1 0 220 250 249 149 7 22.2 27.8 4.44 73.9 20.5 494 159 94.4 0 94.4 307 0 7 87.4 581 307 184 8 22.2 27.8 4.44 73.9 17.7 300 159 91.5 1 124 398 0 0 124 424 397 238 9 22.2 27.8 4.44 73.9 17.7 172 159 91.5 3 189 170 0 0 189 361 170 102 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 10 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 2 154 136 0 5.4 148 176 135 81 11 22.2 27.8 4.44 73.9 12.7 0 159 86.6 0 86.6 98.9 13 0 99.6 100 99 59 12 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 125 4 0 125 125 125 75 13 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 178 0 3.2 183 183 178 107 14 22.2 27.8 4.44 73.9 14.8 14.7 159 88.7 4 219 243 9 0 228 243 242 145 15 22.2 27.8 4.44 73.9 16.6 373 159 90.5 0 90.5 314 0 21 69.5 443 313 188 16 22.2 27.8 4.44 73.9 17.7 298 159 91.5 2 157 132 0 0 157 454 132 79 17 22.2 27.8 4.44 73.9 19.8 172 159 93.6 5 257 420 0 0 257 428 419 251 18 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 1 121 104 0 0 121 149 104 62 19 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 114 0 1.4 120 120 113 68 20 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 153 0 0 154 154 153 92 21 22.2 27.8 4.44 73.9 14.8 0 159 88.7 4 219 202 0 5.7 213 213 201 121 22 22.2 27.8 4.44 73.9 16.9 15.1 159 90.7 5 254 250 0 3.6 250 265 250 150 23 22.2 27.8 4.44 73.9 17.7 298 159 91.5 4 222 194 0 0 222 520 193 116 24 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 2 154 156 0 0 154 182 156 94 25 22.2 27.8 4.44 73.9 21.8 172 159 95.7 2 161 339 6 0 167 339 338 203 26 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 98.9 0 0 121 121 99 59 27 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 106 0 0.8 120 120 106 64 28 22.2 27.8 4.44 73.9 27.4 714 159 101 0 101 449 0 0 101 815 448 269 29 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 158 4 0 158 158 157 94 30 22.2 27.8 4.44 73.9 16.9 0 159 90.7 5 254 228 0 3.75 250 250 227 136 31 22.2 27.8 4.44 73.9 14.8 70.3 159 88.7 4 219 307 18 0 237 307 306 184 32 22.2 27.8 4.44 73.9 19.5 469 159 93.3 0 93.3 420 0 2.25 91.1 561 420 252 33 22.2 27.8 4.44 73.9 15.9 0 159 89.7 5 253 220 0 0 253 253 220 132 34 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 180 0 0 186 186 180 108 35 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 101 0 0 121 121 101 60 36 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 102 0 4 117 117 101 61 37 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 130 0 6 148 148 130 78 38 22.2 27.8 4.44 73.9 14.8 0 159 88.7 4 219 195 0 3.6 215 215 194 117 39 22.2 27.8 4.44 73.9 14.8 55.6 159 88.7 4 219 283 8 0 227 283 282 169 40 22.2 27.8 4.44 73.9 19.5 469 159 93.3 0 93.3 417 0 4.4 88.9 558 416 250 41 22.2 27.8 4.44 73.9 17.7 172 159 91.5 2 157 122 0 0 157 328 121 73 42 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 1 121 101 0 1.6 120 147 100 60 43 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 123 3 0 124 124 123 74 44 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 162 0 0 186 186 162 97 45 22.2 27.8 4.44 73.9 15.6 172 159 89.4 0 89.4 249 0 0 89.4 261 249 149 46 22.2 27.8 4.44 73.9 14.8 0 159 88.7 4 219 206 0 1.8 217 217 206 123 47 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 3 186 199 0 0 186 214 199 119 48 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 4 219 257 10.8 0 230 258 256 154 49 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 113 0 0 121 121 112 67 50 22.2 27.8 4.44 73.9 15.6 298 159 89.4 0 89.4 351 0 5.4 84 382 350 210 51 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 125 4 0 125 125 124 75 52 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 127 6 0 127 127 126 76 53 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 152 0 0.15 154 154 152 91 54 22.2 27.8 4.44 73.9 14.8 55.6 159 88.7 3 186 246 4 0 190 246 245 147 55 22.2 27.8 4.44 73.9 19.5 469 159 93.3 0 93.3 405 0 3.85 89.5 559 404 243 56 22.2 27.8 4.44 73.9 15.6 298 159 89.4 0 89.4 292 0 0 89.4 387 253 152 PCC2.2.20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 57 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 3 186 203 0 0 186 214 202 121 58 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 120 0 0 121 121 119 72 59 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 143 0 0 154 154 143 86 60 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 165 0 0 186 186 165 99 61 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 170 0 0 186 186 170 102 62 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 3 186 190 0 0 186 214 190 114 63 22.2 27.8 4.44 73.9 15.6 298 159 89.4 0 89.4 375 0 0 89.4 387 374 224 64 22.2 27.8 4.44 73.9 13.8 0 159 87.6 2 153 128 0 0 153 153 128 77 65 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 104 0 0 121 121 104 63 66 22.2 27.8 4.44 73.9 15.6 230 159 89.4 0 89.4 283 0 0 89.4 319 246 147 67 22.2 27.8 4.44 73.9 14.8 0 159 88.7 2 154 131 0 0 154 154 131 79 68 22.2 27.8 4.44 73.9 23.5 176 159 97.4 1 130 298 0 0 130 306 259 155 69 22.2 27.8 4.44 73.9 14.8 0 159 88.7 3 186 169 0 0 186 186 168 101 70 22.2 27.8 4.44 73.9 15.7 36 159 89.6 3 187 179 0 0 187 223 156 93 71 22.2 27.8 4.44 73.9 23.5 176 159 97.4 4 228 195 0 0 228 404 195 117 72 22.2 27.8 4.44 73.9 14.8 0 159 88.7 4 219 208 0 1.65 217 217 208 125 73 22.2 27.8 4.44 73.9 17.8 36 159 91.7 5 255 246 0 0 255 291 245 147 74 22.2 27.8 4.44 73.9 14.8 27.8 159 88.7 4 219 252 5 0 224 252 251 151 75 22.2 27.8 4.44 73.9 23.5 176 159 97.4 1 130 290 0 0 130 306 290 174 76 22.2 27.8 4.44 73.9 17.8 36 159 91.7 5 255 267 0 0 255 291 266 160 77 22.2 27.8 4.44 73.9 17.7 172 159 91.5 3 189 335 0 3.35 186 358 335 201 78 22.2 27.8 4.44 73.9 22.5 176 159 96.4 3 194 358 0 0 194 370 358 215 79 22.2 27.8 4.44 73.9 16.6 230 159 90.5 0 90.5 284 0 0 90.5 320 247 148 80 22.2 27.8 4.44 73.9 13.8 0 159 87.6 2 153 134 0 0 153 153 133 80 81 22.2 27.8 4.44 73.9 14.8 0 159 88.7 1 121 111 0 0 121 121 111 67 82 22.2 27.8 4.44 73.9 14.8 6 159 88.7 2 154 142 0 0 154 160 142 85 83 22.2 27.8 4.44 73.9 14.8 6 159 88.7 3 186 178 0 2.1 184 190 178 107 84 22.2 27.8 4.44 73.9 14.8 6 159 88.7 3 186 215 23 0 209 215 214 129 85 22.2 27.8 4.44 73.9 14.8 24 159 88.7 4 219 244 2 0 221 245 244 146 86 22.2 27.8 4.44 73.9 15.6 300 159 89.4 0 89.4 319 0 2 87.4 387 318 191 87 22.2 27.8 4.44 73.9 25.6 209 159 99.5 1 132 317 0 0 132 341 316 190 88 22.2 27.8 4.44 73.9 19.9 24 159 93.8 1 126 139 0 0 126 150 139 83 89 22.2 27.8 4.44 73.9 23.8 190 159 97.7 3 195 175 0 0 195 385 174 105 90 22.2 27.8 4.44 73.9 23.8 196 159 97.7 4 228 214 0 0 228 424 213 128 91 22.2 27.8 4.44 73.9 23.8 196 159 97.7 1 130 251 0 20.9 109 305 251 150 92 22.2 27.8 4.44 73.9 21.7 208 159 95.6 0 95.6 280 0 0 95.6 304 279 168 93 22.2 27.8 4.44 73.9 27.4 714 159 101 0 101 446 0 0 101 815 445 267 94 22.2 27.8 4.44 73.9 21.5 230 159 95.3 0 95.3 322 0 0 95.3 325 279 167 24752 19933 11960 0.6 W Total Wind Uplift 11960 Factor of Safety = DL/0.6W 2.07 PCC2.2.21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.1 Module Index 142 117 105 100 98 97 96 87 78 80 82 83 85 86 76 75 69 68 66 60 61 62 63 64 65 59 58 57 55 54 48 49 50 51 52 53 47 46 45 44 42 36 37 38 39 40 41 35 29 26 24 23 21 19 12 13 14 15 16 18 11 10 9 8 7 1 2 3 4 5 6 34 33 32 31 30 17 20 22 25 27 28 43 56 88 84 81 79 77 67 70 71 72 73 74 103 102 101 99 95 89 90 91 92 93 94 115 114 113 112 111 104 106 107 108 109 110 116 118 119 130 129 128 127 126 120 121 122 123 124 125 141 140 139 138 137 131 132 133 134 135 136 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 24.3 27.8 4.44 73.9 14.8 0 449 88.7 3 190 166 0 3.6 186 186 165 99 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.22 Samueli Academy Bldg F Detailed Uplift Analysis 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2 24.3 27.8 4.44 73.9 14.8 6 449 88.7 4 224 198 0 0 224 230 198 119 3 24.3 27.8 4.44 73.9 14.8 24 449 88.7 4 224 229 0 0 224 248 229 137 4 24.3 27.8 4.44 73.9 20.8 168 449 94.6 5 263 254 0 0 263 431 253 152 5 24.3 27.8 4.44 73.9 20.8 351 449 94.6 5 263 265 0 0 263 614 265 159 6 24.3 27.8 4.44 73.9 17.7 173 449 91.5 2 159 317 0 0 159 332 317 190 7 24.3 27.8 4.44 73.9 14.8 0 449 88.7 3 190 198 8 0 198 198 197 118 8 24.3 27.8 4.44 73.9 14.8 18 449 88.7 4 224 229 0 1.8 222 240 229 137 9 24.3 27.8 4.44 73.9 20.8 150 449 94.6 5 263 254 0 0 263 413 253 152 10 24.3 27.8 4.44 73.9 14.8 64 449 88.7 4 224 266 0 0 224 288 265 159 11 24.3 27.8 4.44 73.9 19.5 473 449 93.3 0 93.3 319 0 0 93.3 566 318 191 12 24.3 27.8 4.44 73.9 17.8 36 449 91.7 5 260 295 0 0 260 296 294 177 13 24.3 27.8 4.44 73.9 23.5 194 449 97.4 2 165 355 0 0 165 359 354 212 14 24.3 27.8 4.44 73.9 23.5 212 449 97.4 3 199 410 0 0 199 411 409 246 15 24.3 27.8 4.44 73.9 27.4 864 449 101 4 236 450 0 0 236 1100 449 269 16 24.3 27.8 4.44 73.9 25.6 194 449 99.5 5 268 461 0 0 268 462 460 276 17 24.3 27.8 4.44 73.9 19.9 6 449 93.8 3 195 201 0 0 195 201 200 120 18 24.3 27.8 4.44 73.9 15.6 300 449 89.4 0 89.4 334 0 0 89.4 389 333 200 19 24.3 27.8 4.44 73.9 23.5 194 449 97.4 2 165 354 0 0 165 359 354 212 20 24.3 27.8 4.44 73.9 23.8 190 449 97.7 4 233 236 0 0 233 423 236 141 21 24.3 27.8 4.44 73.9 23.5 212 449 97.4 3 199 410 0 0 199 411 409 245 22 24.3 27.8 4.44 73.9 25.9 208 449 99.7 5 268 275 0 0 268 476 274 164 23 24.3 27.8 4.44 73.9 27.4 864 449 101 4 236 450 0 0 236 1100 449 270 24 24.3 27.8 4.44 73.9 25.6 212 449 99.5 5 268 463 0 0 268 480 462 277 25 24.3 27.8 4.44 73.9 25.6 233 449 99.5 0 99.5 331 0 0 99.5 332 331 198 26 24.3 27.8 4.44 73.9 24.3 831 449 98.2 0 98.2 551 0 0 98.2 929 550 330 27 24.3 27.8 4.44 73.9 31.6 727 449 105 1 139 363 0 0 139 866 362 217 28 24.3 27.8 4.44 73.9 18.7 230 449 92.6 0 92.6 302 0 0 92.6 323 301 181 29 24.3 27.8 4.44 73.9 18.7 230 449 92.6 2 160 375 0 0 160 390 374 224 30 24.3 27.8 4.44 73.9 19.9 18 449 93.8 4 229 235 0 2.6 226 244 235 141 31 24.3 27.8 4.44 73.9 25.6 227 449 99.5 0 99.5 283 0 0 99.5 326 282 169 32 24.3 27.8 4.44 73.9 25.6 245 449 99.5 0 99.5 337 0 0 99.5 344 336 202 33 24.3 27.8 4.44 73.9 27.7 245 449 102 1 135 365 0 0 135 380 364 219 34 24.3 27.8 4.44 73.9 27.4 714 449 101 0 101 472 0 0 101 815 471 282 35 24.3 27.8 4.44 73.9 20.5 590 449 94.4 0 94.4 394 0 0 94.4 684 393 236 36 24.3 27.8 4.44 73.9 27.7 215 449 102 4 237 217 0 0 237 452 217 130 37 24.3 27.8 4.44 73.9 19.9 36 449 93.8 4 229 254 0 0 229 265 253 152 38 24.3 27.8 4.44 73.9 29.5 673 449 103 0 103 290 0 0 103 776 289 174 39 24.3 27.8 4.44 73.9 29.5 691 449 103 0 103 317 0 0 103 794 316 190 40 24.3 27.8 4.44 73.9 27.7 227 449 102 1 135 362 0 0 135 362 361 217 41 24.3 27.8 4.44 73.9 24.7 403 449 98.5 2 166 388 0 0 166 569 387 232 42 24.3 27.8 4.44 73.9 23.8 208 449 97.7 1 131 259 0 29 102 310 258 155 43 24.3 27.8 4.44 73.9 16.6 230 449 90.5 0 90.5 306 0 0 90.5 320 305 183 44 24.3 27.8 4.44 73.9 21.7 208 449 95.6 0 95.6 293 0 0 95.6 304 293 176 45 24.3 27.8 4.44 73.9 29.5 679 449 103 0 103 316 0 0 103 782 315 189 46 24.3 27.8 4.44 73.9 27.7 245 449 102 1 135 361 0 0 135 380 360 216 47 24.3 27.8 4.44 73.9 31.6 714 449 105 5 274 464 0 0 274 988 463 278 48 24.3 27.8 4.44 73.9 14.8 0 449 88.7 1 122 118 0 0 122 122 118 71 PCC2.2.23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 49 24.3 27.8 4.44 73.9 14.8 18 449 88.7 2 156 158 0 0 156 174 157 94 50 24.3 27.8 4.44 73.9 18.7 323 449 92.6 2 160 208 0 0 160 483 208 125 51 24.3 27.8 4.44 73.9 16.6 339 449 90.5 0 90.5 264 0 0 90.5 429 263 158 52 24.3 27.8 4.44 73.9 18.7 218 449 92.6 1 126 312 0 0 126 344 311 187 53 24.3 27.8 4.44 73.9 21.6 496 449 95.4 4 230 407 0 0 230 726 406 243 54 24.3 27.8 4.44 73.9 14.8 6 449 88.7 1 122 157 29 0 151 157 156 94 55 24.3 27.8 4.44 73.9 14.8 24 449 88.7 3 190 207 0 0 190 214 206 124 56 24.3 27.8 4.44 73.9 16.6 230 449 90.5 0 90.5 291 0 0 90.5 320 290 174 57 24.3 27.8 4.44 73.9 16.6 339 449 90.5 0 90.5 262 0 0 90.5 429 262 157 58 24.3 27.8 4.44 73.9 18.7 226 449 92.6 1 126 311 0 0 126 352 310 186 59 24.3 27.8 4.44 73.9 21.6 472 449 95.4 4 230 407 0 0 230 702 406 244 60 24.3 27.8 4.44 73.9 14.8 0 449 88.7 1 122 110 0 0 122 122 110 66 61 24.3 27.8 4.44 73.9 14.8 0 449 88.7 2 156 140 0 0 156 156 140 84 62 24.3 27.8 4.44 73.9 14.8 18 449 88.7 3 190 192 0 0 190 208 191 115 63 24.3 27.8 4.44 73.9 14.8 33.6 449 88.7 4 224 254 0 0 224 257 253 152 64 24.3 27.8 4.44 73.9 16.6 406 449 90.5 0 90.5 314 0 0 90.5 496 313 188 65 24.3 27.8 4.44 73.9 19.5 495 449 93.3 0 93.3 423 0 0 93.3 588 422 253 66 24.3 27.8 4.44 73.9 14.8 0 449 88.7 2 156 140 0 0 156 156 139 84 67 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 333 0 0 131 343 333 200 68 24.3 27.8 4.44 73.9 14.8 18 449 88.7 3 190 190 0 0 190 208 190 114 69 24.3 27.8 4.44 73.9 18.7 202 449 92.6 4 228 252 0 0 228 429 252 151 70 24.3 27.8 4.44 73.9 23.5 212 449 97.4 2 165 368 0 0 165 377 367 220 71 24.3 27.8 4.44 73.9 23.5 212 449 97.4 3 199 391 0 0 199 411 390 234 72 24.3 27.8 4.44 73.9 23.5 212 449 97.4 3 199 397 0 0 199 411 396 238 73 24.3 27.8 4.44 73.9 23.5 194 449 97.4 3 199 384 0 0 199 393 383 230 74 24.3 27.8 4.44 73.9 15.6 230 449 89.4 0 89.4 259 0 0 89.4 319 259 155 75 24.3 27.8 4.44 73.9 20.5 574 449 94.4 0 94.4 312 0 0 94.4 668 312 187 76 24.3 27.8 4.44 73.9 19.5 471 449 93.3 0 93.3 424 0 0 93.3 564 424 254 77 24.3 27.8 4.44 73.9 23.5 212 449 97.4 2 165 368 0 0 165 377 368 221 78 24.3 27.8 4.44 73.9 23.5 176 449 97.4 1 131 124 0 0 131 307 124 74 79 24.3 27.8 4.44 73.9 23.5 212 449 97.4 3 199 392 0 0 199 411 391 235 80 24.3 27.8 4.44 73.9 15.7 36 449 89.6 2 157 151 0 0 157 193 151 91 81 24.3 27.8 4.44 73.9 23.5 212 449 97.4 3 199 399 0 0 199 411 398 239 82 24.3 27.8 4.44 73.9 23.5 194 449 97.4 3 199 214 0 0 199 393 214 128 83 24.3 27.8 4.44 73.9 21.5 212 449 95.3 0 95.3 299 0 0 95.3 307 298 179 84 24.3 27.8 4.44 73.9 27.4 900 449 101 2 169 386 0 0 169 1069 385 231 85 24.3 27.8 4.44 73.9 23.5 194 449 97.4 3 199 384 0 0 199 393 384 230 86 24.3 27.8 4.44 73.9 19.5 530 449 93.3 0 93.3 505 0 0 93.3 623 421 253 87 24.3 27.8 4.44 73.9 15.7 36 449 89.6 2 157 151 0 0 157 193 150 90 88 24.3 27.8 4.44 73.9 24.3 831 449 98.2 0 98.2 450 0 0 98.2 929 449 269 89 24.3 27.8 4.44 73.9 14.8 0 449 88.7 3 190 172 0 2.55 187 187 172 103 90 24.3 27.8 4.44 73.9 14.8 0 449 88.7 3 190 191 2 0 192 192 191 115 91 24.3 27.8 4.44 73.9 14.8 0 449 88.7 4 224 206 0 0 224 224 206 123 92 24.3 27.8 4.44 73.9 14.8 6 449 88.7 4 224 214 0 0 224 230 213 128 93 24.3 27.8 4.44 73.9 14.8 6 449 88.7 4 224 212 0 0 224 230 212 127 94 24.3 27.8 4.44 73.9 15.9 0 449 89.7 5 258 247 0 0 258 258 246 148 95 24.3 27.8 4.44 73.9 14.8 0 449 88.7 3 190 192 2 0 192 192 191 115 PCC2.2.24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 96 24.3 27.8 4.44 73.9 23.5 194 449 97.4 3 199 213 0 0 199 393 213 128 97 24.3 27.8 4.44 73.9 25.4 846 449 99.2 0 99.2 297 0 0 99.2 945 296 178 98 24.3 27.8 4.44 73.9 27.4 882 449 101 2 169 383 0 0 169 1051 382 229 99 24.3 27.8 4.44 73.9 14.8 0 449 88.7 4 224 207 0 1.45 222 222 206 124 100 24.3 27.8 4.44 73.9 24.3 831 449 98.2 0 98.2 504 0 0 98.2 929 503 302 101 24.3 27.8 4.44 73.9 14.8 18 449 88.7 4 224 214 0 0 224 242 214 128 102 24.3 27.8 4.44 73.9 18.7 178 449 92.6 3 194 213 0 0 194 372 213 128 103 24.3 27.8 4.44 73.9 17.7 173 449 91.5 2 159 248 0 0 159 332 248 149 104 24.3 27.8 4.44 73.9 19.9 18 449 93.8 4 229 202 0 0 229 247 201 121 105 24.3 27.8 4.44 73.9 20.5 590 449 94.4 0 94.4 530 0 0 94.4 684 442 265 106 24.3 27.8 4.44 73.9 27.7 209 449 102 4 237 222 0 0 237 446 222 133 107 24.3 27.8 4.44 73.9 19.9 24 449 93.8 4 229 237 0 0 229 253 236 142 108 24.3 27.8 4.44 73.9 21.7 190 449 95.6 0 95.6 243 0 0 95.6 286 243 146 109 24.3 27.8 4.44 73.9 21.7 190 449 95.6 0 95.6 240 0 0 95.6 286 240 144 110 24.3 27.8 4.44 73.9 18.7 230 449 92.6 0 92.6 281 0 0 92.6 323 234 141 111 24.3 27.8 4.44 73.9 19.9 0 449 93.8 4 229 222 0 0 229 229 222 133 112 24.3 27.8 4.44 73.9 22 0 449 95.8 5 265 237 0 0 265 265 237 142 113 24.3 27.8 4.44 73.9 22 0 449 95.8 5 265 244 0 0 265 265 244 146 114 24.3 27.8 4.44 73.9 19.9 18 449 93.8 4 229 241 0 0 229 247 241 145 115 24.3 27.8 4.44 73.9 23.5 209 449 97.4 0 97.4 282 0 0 97.4 306 281 169 116 24.3 27.8 4.44 73.9 16.6 230 449 90.5 0 90.5 286 0 0 90.5 320 238 143 117 24.3 27.8 4.44 73.9 22.6 360 449 96.5 2 164 508 0 0 164 524 424 254 118 24.3 27.8 4.44 73.9 16.6 230 449 90.5 0 90.5 284 0 0 90.5 320 237 142 119 24.3 27.8 4.44 73.9 16.6 230 449 90.5 0 90.5 279 0 0 90.5 320 232 139 120 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 320 0 0 131 343 319 191 121 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 331 0 0 131 343 330 198 122 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 332 0 0 131 343 331 199 123 24.3 27.8 4.44 73.9 27.4 526 449 101 1 135 326 0 0 135 661 325 195 124 24.3 27.8 4.44 73.9 23.5 194 449 97.4 1 131 300 0 0 131 325 299 180 125 24.3 27.8 4.44 73.9 17.7 300 449 91.5 3 193 232 0 0 193 493 194 116 126 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 332 0 0 131 343 331 199 127 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 334 0 0 131 343 333 200 128 24.3 27.8 4.44 73.9 23.5 212 449 97.4 1 131 324 0 0 131 343 323 194 129 24.3 27.8 4.44 73.9 21.5 212 449 95.3 0 95.3 302 0 0 95.3 307 302 181 130 24.3 27.8 4.44 73.9 26.4 900 449 100 2 168 345 0 0 168 1068 345 207 131 24.3 27.8 4.44 73.9 27.7 209 449 102 4 237 207 0 0 237 446 207 124 132 24.3 27.8 4.44 73.9 19.9 36 449 93.8 4 229 241 0 0 229 265 241 144 133 24.3 27.8 4.44 73.9 25.6 227 449 99.5 0 99.5 290 0 0 99.5 326 290 174 134 24.3 27.8 4.44 73.9 29.5 936 449 103 0 103 345 0 0 103 1039 344 206 135 24.3 27.8 4.44 73.9 27.7 245 449 102 1 135 364 0 0 135 380 363 218 136 24.3 27.8 4.44 73.9 29.5 732 449 103 1 137 349 0 0 137 869 348 209 137 24.3 27.8 4.44 73.9 19.9 36 449 93.8 4 229 248 0 0 229 265 248 149 138 24.3 27.8 4.44 73.9 25.6 227 449 99.5 0 99.5 295 0 0 99.5 326 295 177 139 24.3 27.8 4.44 73.9 25.6 245 449 99.5 0 99.5 343 0 0 99.5 344 342 205 140 24.3 27.8 4.44 73.9 25.6 245 449 99.5 0 99.5 338 0 0 99.5 344 338 203 141 24.3 27.8 4.44 73.9 27.4 508 449 101 0 101 266 0 0 101 609 266 159 142 24.3 27.8 4.44 73.9 25.4 900 449 99.2 0 99.2 513 0 0 99.2 999 427 256 PCC2.2.25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 60765 41913 25148 0.6 W Total Wind Uplift 25148 Factor of Safety = DL/0.6W 2.42 PCC2.2.26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Array 1.2 Module Index 12 11 10 9 8 7 6 3 2 19 13 14 15 16 17 18 5 4 1 20 Mo d u l e I n d e x Qz ( P S F ) Mo d u l e A r e a f t ^ 2 Mo d u l e A n g l e T i l t ( D e g r e e ) DL m o d u l e ( l b ) DL r a c k i n g ( l b ) DL M A ( s ) u p l i f t ( l b ) DL M A ( s ) s l i d i n g ( l b ) DL s y s t e m ( m o d u l e + r a c k i n g ) ( l b ) Ba l l a s t c o u n t u n d e r m o d u l e DL s y s t e m + D L b a l l a s t ( l b ) DL t o t a l r e q u i r e d f o r g o a l F S ( l b ) DL f r o m n e i g h b o r s ( l b ) DL t o n e i g h b o r s ( l b ) DL e f f e c t i v e ( D L s y s t e m + D L b a l l a s t + D L f r o m n e i g h b o r s - DL s h a r e d t o n e i g h b o r s ) * ( l b ) DL u p l i f t t o t a l ( D L s y s t e m + D L b a l l a s t + D L f r o m ne i g h b o r s - D L s h a r e d t o n e i g h b o r s + D L M A ( s ) u p l i f t ) * (l b ) Wi n d U p l i f t U l t i m a t e ( l b ) Wi n d U p l i f t A l l o w a b l e ( l b ) 1 24.3 27.8 4.44 73.9 23.8 208 520 97.7 3 199 261 0 0 199 407 261 156 2 24.3 27.8 4.44 73.9 19.6 129 520 93.5 3 195 247 0 0 195 324 246 148 3 24.3 27.8 4.44 73.9 19.6 129 520 93.5 2 161 197 0 0 161 290 196 118 4 24.3 27.8 4.44 73.9 23.8 208 520 97.7 3 199 259 0 0 199 407 258 155 5 24.3 27.8 4.44 73.9 27.7 221 520 102 3 203 244 0 0 203 424 244 146 6 24.3 27.8 4.44 73.9 23.5 176 520 97.4 1 131 157 0 0 131 307 157 94 7 24.3 27.8 4.44 73.9 15.7 18 520 89.6 1 123 139 0 0 123 141 139 83 8 24.3 27.8 4.44 73.9 15.7 18 520 89.6 2 157 172 0 0 157 175 172 103 9 24.3 27.8 4.44 73.9 23.5 176 520 97.4 3 199 216 0 0 199 375 215 129 10 24.3 27.8 4.44 73.9 19.6 129 520 93.5 3 195 255 0 0 195 324 254 153 11 24.3 27.8 4.44 73.9 19.6 129 520 93.5 3 195 238 0 0 195 324 238 143 12 24.3 27.8 4.44 73.9 26.4 508 520 100 1 134 367 0 0 134 642 366 220 13 24.3 27.8 4.44 73.9 29.5 900 520 103 1 137 456 0 0 137 1037 455 273 14 24.3 27.8 4.44 73.9 27.7 233 520 102 2 169 239 0 0 169 402 239 143 15 24.3 27.8 4.44 73.9 23.8 214 520 97.7 3 199 257 0 0 199 413 256 154 16 24.3 27.8 4.44 73.9 25.6 386 520 99.5 0 99.5 262 0 0 99.5 485 261 157 17 24.3 27.8 4.44 73.9 25.6 386 520 99.5 0 99.5 253 0 0 99.5 485 253 152 18 24.3 27.8 4.44 73.9 23.8 214 520 97.7 3 199 234 0 0 199 413 234 140 19 24.3 27.8 4.44 73.9 24.3 508 520 98.2 0 98.2 320 0 0 98.2 606 319 191 20 24.3 27.8 4.44 73.9 27.4 900 520 101 0 101 340 0 0 101 1001 339 203 8982 5103 3062 GENERAL ARRAY AND MODULE INFORMATION UPLIFT ANALYSIS PCC2.2.27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 0.6 W Total Wind Uplift 3062 Factor of Safety = DL/0.6W 2.93 PCC2.2.28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.3 PCC2 - Attachment Overturning Check & Product Info 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Vertical Wind Seismic Wind A 148 189 499 PC-10 E_Upper 131 52 525 PC-9 E_Lower 32 231 485 PC-8 B 89 42 386 PC-8 F 0 85 441 PC-10 Overturning Arm:3.25 in Resistance Arm:4.83 in Resistance Arm used:3.38 in Wind (Ib) Seismic (Ib) Wind (Ib-in) Seismic (Ib-in) Wind (Ib-in) Seismic (Ib-in) Wind (Ib) Seismic (Ib) Wind (Ib-in) Seismic (Ib-in) A 148 189 481 614 142 182 499 0 641 182 E_Upper 131 52 426 169 126 50 525 0 651 50 E_Lower 32 231 104 751 31 222 485 0 516 222 B 89 42 289 137 86 40 386 0 472 40 F 0 85 0 276 0 82 441 0 441 82 2/16/2024 Vertical Building Sheet Referenc Building Horizontal (H) Over turning Equ. O.T. Ver. Load PCC2 - Attachment Check_Supplemental Calc. Maximum Loads: Total Vertical (V) Horizontal (H) PCC2.3.1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: 2/16/2024 Proposed Screw:#12 wood or metal screws Factor of Safety:5.0 (FS) Cd:1.6 Allow. Shear:590 Per APA E830 E, Table 1 - Va Shear Capacity, min 1/2" depth of thread penetration, Unfactored Capacity * Cd/ FS:188.8 lbs Allow. Withdrawal:315 Per APA E830 E, Table 3 - Ta Withdrawal Capacity, min 1/2" depth of thread penetration, Unfactored Capacity * Cd/ FS:100.8 lbs Qty of Screws:8 Total Shear Capacity:1510 lbs Total Uplift Capacity:806 lbs Wind (Ib) Seismic (Ib) Wind (Ib-in) Seismic (Ib-in)Wind Seismic Wind Seismic A 148 189 641 182 10% 13% 80% 23% E_Upper 131 52 651 50 9% 3% 81% 6% E_Lower 32 231 516 222 2% 15% 64% 28% B 89 42 472 40 6% 3% 58% 5% F 0 85 441 82 0% 6% 55% 10% Racking - Screw Attachement Racking - Required Qty of Screws Building Horizontal (H) Total Vertical (V) Uplift DCRShear DCR Therefore, 8 - #12 wood or metal screws are adequate to resist horizontal and uplift loads PCC2.3.2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy Engineer:Elie Sayegh, PE Project No.:1074220072 Date: 2/16/2024 APA E830 - Table 3 : Metal to Plywood Connections (Ultimate Withdrawal Capacity) APA E830 - Table 1 : Metal to Plywood Connections (Ultimate Lateral Capacity) PCC2.3.3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.3.4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.3.5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.3.6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.3.7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.3.8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.4 PCC2 - Public Work Comment 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CITY OF SANTA ANA PUBLIC WORKS AGENCY 20 Civic Center Plaza ● M-22 Santa Ana, California 92702 www.santa-ana.org (714) 647-5659 May 2022 Page 1 of 2 PARKING LOT DEVELOPMENT PROJECTS WATER QUALITY MANAGEMENT PLAN (WQMP) REQUIREMENTS The purpose of this document is to assist property owners, developers, and project engineers with determining whether a parking lot project is subject to WQMP requirements. All parking lot projects are required to complete the WQMP checklist on page 2 of this document and submit it to the Public Works Agency prior to issuance of any permits. The City of Santa Ana owns and operates a Municipal Separate Storm Sewer System (MS4) and is subject to the requirements of the North Orange County Municipal NPDES Permit (Order No. R8-2009- 0030, as amended by Order No. R8-2010-0062). The NPDES Permit is issued to the City by the Regional Water Quality Control Board and contains various programs designed to protect water quality standards and reduce pollutants discharged in urban stormwater runoff. One such program is the New Development/Significant Redevelopment program, which requires the City to ensure that WQMPs are prepared for priority development projects, such as:  Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban stormwater runoff. A parking lot is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce.  All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. Additional WQMP resources can be found below: Model WQMP and Technical Guidance Document (TGD): https://ocerws.ocpublicworks.com/service-areas/oc-environmental-resources/oc-watersheds/watershed- programs/water-quality City of Santa Ana Water Quality Ordinance (Chapter 18, Article IV of SAMC): https://library.municode.com/ca/santa_ana/codes/code_of_ordinances?nodeId=PTIITHCO_CH18HESA_A RTIVWAPO City of Santa Ana Stormwater Program: https://www.santa-ana.org/stormwater-management/ Orange County Stormwater Program: https://h2oc.org/ For additional information, please contact the City’s NPDES Manager at (714) 647-5659. PCC2.4.1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CITY OF SANTA ANA PUBLIC WORKS AGENCY 20 Civic Center Plaza ● M-22 Santa Ana, California 92702 www.santa-ana.org (714) 647-5659 May 2022 Page 2 of 2 WATER QUALITY MANAGEMENT PLAN (WQMP) CHECKLIST Project Title and Address: Select the type of construction that applies to your parking lot project then follow the arrows to determine if the project is subject to WQMP requirements. Submit the completed checklist to the Public Works Agency. Construction of a new parking lot Addition or Redevelopment to an existing parking lot Enter surface area (square-feet) of new parking lot, including drive aisles, exposed to stormwater runoff in Box 1 below. sq-ft Does the project result in the addition of new impervious surface1 to the existing parking lot area (i.e. increased parking area)? Enter surface area (square-feet) of parking lot addition, including drive aisles, exposed to stormwater runoff in Box 2 below. Does the project consist of a “grind and overlay” and/or “slurry seal” treatment to the existing parking lot surface? sq-ft Is native soil2 being exposed, surface material changing (i.e. asphalt to concrete), or grade/drainage patterns changing? No WQMP Required3 No WQMP Required3 1 2 Enter surface area (square-feet) of redeveloped parking lot, including drive aisles, exposed to stormwater runoff in Box 3 below. sq-ft 3 1Impervious surface is a surface that prohibits stormwater infiltration into the ground 2Native soil is the soil below any existing engineered fill or base material 3Project is considered routine maintenance If the sum of the values entered into Box 1, 2, and 3 is greater than or equal to 5,000 square-feet, the project is subject to WQMP requirements and will require a grading permit. Public Works Agency – Development Engineering staff review and approve WQMPs and grading plans. Grading permits may also be required for routine maintenance projects, subject to the discretion of the Public Works Agency. I certify that the above information is true and accurate to the best of my knowledge. I am aware that City staff may conduct inspections of the project during construction and if staff determine the project is in fact subject to WQMP requirements, a Stop Work Order and/or Administrative Citation(s) with Administrative Fine(s) may be issued to the contractor and property owner, and a WQMP will be required for the project. Yes No Yes No Yes No Checkbox Checkbox Signature: Print Name: Date: Yes Robert Mitchell 10/13/23 PCC2.4.2 Samueli Academy 1919/1901 N Fairview St Santa Ana, Ca 92705 200211.2 SQ.FT ; See Exhibit -ELIE SAYEGH, PE 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.4.3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PCC2.4.4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0" 1/2" 1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1. ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2. REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3. ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4. REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5. SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6. PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7. ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8. BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9. IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10. DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT - 1 TO 2 PC-10 MECHANICAL ATTACHMENT DETAIL Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.1 Wind Design Data Basic Wind Speed (mph)105 Risk Category III Wind Exposure C Earthquake Design Data Risk Category III Importance Factor (Ie)1.25 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)1.329 Mapped Acceleration Parameter(S1)0.473 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.063 Design Spectral Acceleration Parameter (Sd1)0.576 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.51 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)2022 CBC -ASCE 7 - 16 ALTERNATE DESIGN METHOD -SEAOC PV2 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines AERIAL PHOTO / SITE DIAGRAM THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA COVER SHEET PC-11 23.05.22.1 v3.0.9404.6.1 1 Up d a t e d S i t e P a r a m e t e r s TA 20 2 3 - 0 5 - 3 1 0 Re v 0 sm 20 2 3 - 0 5 - 1 1 TROY E.TURLEY 23-0242-2805 6/06/2023 2 Bldg# 101115985, 101115991, 101115996, 101116018, 101116022 & 101116031 Elec# 20180419, 20180424, 20180427, 20180439, 20180441 & 20180444 APPROVALS: PLNG - PRaj BLDG - GHuang ELEC - MSmith 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT PART TO BE DETERMINED. MANUFACTURED BY OTHERS NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BELOW MODULES MA STRUT TRANSPARENT PV SOLAR MODULE MECHANICAL ATTACHMENT MA STRUT 3/8, 304 S.S. FLAT WASHER 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT M6, HARDWARE 16MM LENGTH BOLT STRUT BRACKET U-BRACKET NOTE: MECHANICAL ATTACHMENT COMPONENT DIMENSIONS ARE PROVIDED FOR REFERENCE ONLY AND SHOULD BE VERIFIED WITH ATTACHMENT MANUFACTURER PRIOR TO FASTENER DESIGN. EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. FASTENERS DESIGNED AND PROVIDED BY OTHERS. SIZE FASTENERS FOR REQUIRED WORKING LOADS. TBDTBD PANELCLAW MANUFACTURED COMPONENTS COMPONENTS MANUFACTURED BY OTHERS MECHANICAL ATTACHMENT TBD MA STRUT V H TBD BOLTED CONNECTIONS MA STRUT TBD RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: MECHANICAL ATTACHMENT DETAIL B N.T.S.SCALE: MECHANICAL ATTACHMENT DETAIL C N.T.S. SCALE: MECHANICAL ATTACHMENT LOCATION DETAIL A N.T.S. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1. HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2. WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA 1 PC-10 MECHANICAL ATTACHMENT DETAIL 23.05.22.1 v3.0.9404.6.1 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 148 189 499 650 525 APPROVED FOR CONSTRUCTION PC-10 PC-10 PC-10 TROY E.TURLEY 23-0242-2805 6/06/2023 U-ANCHOR 2400 MECHANICAL ATTACHMENT 11.75"4.83" 2.2 in 3.25 in REFER TO PROCEEDING ROOF FRAMING PLAN SHEET FOR FASTERNER SIZE & QUANTITY REFER TO ROOF FRAMING PLAN FOR ADDITIONAL INFORMATION REGARDING THE ROOFING 8-1/4" DIAMTER HOLES 2 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA PROJECT SUMMARY PC-21 23.05.22.1 v3.0.9404.6.1 clawFRR 55 Degreee -- 188 cm PROJECTT PARTT QUANTITY ITEM PART NUMBER QTY Base 500050202 120 BASE, 02, CFR Modulee Connector 500052304 108 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 146 RAIL, 2500, CFR Cam 5000515 108 CAM, 5D, CFR Camm Claw 2000673 108 CAM CLAW, CFR Deflector 200089905 54 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 540 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Basee Pad 2000678 0 PAD, BASE, CFR CONCRETEE MASONRYY UNIT N/A 116 BLOCK, CONCRETE, 33.75 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICALL ATTACHMENTT PARTT QUANTITY MAA Hardwaree Kit 5000423 3 HW KIT, MA STRUT, 2500, CFR MAA Strut 2000930 28 MA STRUT, 2500, CFR Mechanicall Attachment TBD 28 To Be Determined (TBD) TOTALL MECHANICALL ATTACHMENT COUNT 28 PROJECTT SUMMARY MODULE TYPE ZNSHINE SOLAR ZXM7-SHLDD144-540/M MODULE DIMENSIONS (IN.) 89.69 X 44.65 X 1.18 NUMBER OF MODULES 54 MODULE WATTAGE (W STC) 540 SYSTEM SIZE (kW STC) 29.16 SYSTEM WEIGHT (LB) 8899 SYSTEM AREA (SQ FT.) 1752 AGGREGATE SYSTEM LOAD (PSF) 5.08 NUMBER OF ARRAYS 2 ARRAY TILT (DEG) 4.44 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 Roof 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA ARRAY SITE MAP PC-31 23.05.22.1 v3.0.9404.6.1 RROOFF NAME ROOFF SETBACK (FT.) ROOFF HEIGHT (FT) PARAPET HEIGHTT (FT) ROOFF TILT (DEG) Roof 1 4.00 30.00 3.0 2 KEEPOUTT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHTT (IN.) Group 2 2 144 3 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 117' 43' 6' 31' 125' 33' 3'41' 1 2 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A (REPEAT DIMENSION EAST-WEST) PL (PANEL LENGTH) M (PROJECTED PANEL WIDTH) B (REPEAT DIMENSION NORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING) R AEBE K 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA 1 23.05.22.1 v3.0.9404.6.1 INSTALLEDD ARRAYY DIMENSIONS A B C D G J K M N O P R W X Thetaa (DEG)D/JJ (#:1)G.C.R.* mm 2297 1305 99 175 141 88 164 1131 111 61 42 516 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.54 3.45 6.46 44.51 4.36 2.39 1.67 20 5/16 7.14 5.49 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATIONN MEASUREMENTS AEBE S L CAMM SPACING* mm 486 1247 1050 49UNITS inches 19 1/8 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULEE DIMENSIONS PL PW PT mm 2278 1134 30UNITS inches 89.69 44.65 1.18 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA ASSEMBLIES PC-51 23.05.22.1 v3.0.9404.6.1 APPROVED FOR CONSTRUCTION 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARDD ASSEMBLYY QUANTITY NORTH ASSEMBLY 12 SOUTH ASSEMBLY 12 MIDDLE ASSEMBLY 84 NORTH SOUTH ASSEMBLY 0 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAMM SPACING mm 49UNITS inches 1 15/16 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.05.22.1 v3.0.9404.6.1 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTERED UNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLD BALLAST ON MODULES WITH NO BALLAST SHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.05.22.1 v3.0.9404.6.1 PC-7 PC-7 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAYY 1.1 ROOFF INFORMATION ROOF HEIGHT (FT) 30.00 PARAPET HEIGHT (FT) 3.0 ROOF TILT (DEG) 2 ROOF TYPE TPO SPECIFICATIONS NUMBER OF MODULES 20 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 10.8 ARRAY AZIMUTH 180 PARTT QUANTITIES ITEM QTY Base 46 Module Connector 40 Rail 61 Cam 40 Cam Claw 40 Deflector 20 Base Pad 0 Ballast Block 55 Mechanical Attachment 7 LOADINGG DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 33.75 TOTAL ARRAY WT (LB) 3692 ARRAY AREA (SQ. FT) 650 ARRAY LOAD (PSF) 5.68 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.1 PC-81 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.1 PC-8 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 1/6" = 1'-0" 3 2 5 5 4 55 5 5 1 5 3 5 1 1 47.46' 15.01' ASSEMBLYY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 6 SOUTH ASSEMBLY 6 MIDDLE ASSEMBLY 28 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAYY 1.2 ROOFF INFORMATION ROOF HEIGHT (FT) 30.00 PARAPET HEIGHT (FT) 3.0 ROOF TILT (DEG) 2 ROOF TYPE TPO SPECIFICATIONS NUMBER OF MODULES 34 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 18.36 ARRAY AZIMUTH 180 PARTT QUANTITIES ITEM QTY Base 74 Module Connector 68 Rail 85 Cam 68 Cam Claw 68 Deflector 34 Base Pad 0 Ballast Block 61 Mechanical Attachment 21 LOADINGG DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 33.75 TOTAL ARRAY WT (LB) 5207 ARRAY AREA (SQ. FT) 1102 ARRAY LOAD (PSF) 4.73 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.2 PC-91 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.2 PC-9 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 1 1 1/6" = 1'-0" 1 5 5 3 4 3 1 5 3 4 5 3 5 4 4 4 2 56.05' 22.55' ASSEMBLYY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 6 SOUTH ASSEMBLY 6 MIDDLE ASSEMBLY 56 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 14'-11" 16' 16' 16' 16' 14'-11" 24' 1' 28'-8"13'-5"27'-3" 32' 46'-11" 14'-11" 32' 27' 75'-4" W1 0 X 3 1 W1 0 X 3 1 W1 0 X 3 1 W1 0 X 2 0 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 6 X 2 6 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 6 X 3 6 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 6 X 3 1 W1 6 X 3 1 W1 2 X 1 9 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 3 0 W1 4 X 2 6 W1 4 X 2 6 W1 6 X 3 1 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 6 X 3 1 W1 4 X 2 2 W1 2 X 1 9 W1 2 X 1 9 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 6 X 2 6 W1 6 X 2 6 W1 4 X 2 2 W1 6 X 3 1 W16X31 W16X31 W12X19 W18X35 W12X19 W12X19 W16X26 W16X26 W12X19W12X19 W27X84 W12X19 W27X94 W12X19 W12X19 W12X19 W27X94 BRBF4 W16X36 W16X26 W14X22W14X22 W16X26 W12X19 W14X22 W12X19 W12X19 W1 2 X 1 9 W1 2 X 1 9 W12X19 W21X83 W21X68 W12X19 W12X19 BRBF3W14X22 SLOPE DEGREE -2.55° SLOPE DEGREE -2.55° SLOPE DEGREE -2.55° 1 1 2" VERCO PLB 36x18 GAUGE DECK 14'-11" 108'-11" 4'-3" 6'-2" 8'-3" M6, HARDWARE 16MM LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT 3/8, 304 S.S. FLAT WASHER U-BRACKET 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT MECHANICAL ATTACHMENT U-ANCHOR 2400-PVC (QUANTITY & LOCATIONS PER RACKING PLANS) MA STRUT STRUT BRACKET (8) #12 OMG HD SCREWS OR EQUIVALENT SCREWS TO EXTEND A MIN. OF 1/2" BELOW ROOF DECK (QTY & LOCATIONS PER RACKING PLANS) MA STRUT BOLTED CONNECTIONS 6" RIGID INSULATION (E) 18 GAUGE STEEL DECK CUSTOMER DATE: SCALE: SHEET # CUSTOMER S-1.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 4 3 4 6 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 3 : 5 2 p m MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING A GENERAL NOTES N E S W 45° 135°225° 315° LEGEND DESIGN CRITERIA 1.4' FIRE LANE WILL BE MAINTAINED AROUND THE PERIMETER OF THE ROOF. DESIGN CRITERIA: 2019 CBC, ASCE 7-16 RISK CATEGORY III WIND LOADING: V=105 MPH, EXP. C, Iw = 1.0 SEISMIC LOADING: DESIGN CATEGORY D Sds = 1.063, I = 1.25 ROOF DEAD LOAD = 18.1 PSF ROOF LIVE LOAD = 20 PSF, EXCEPT AT SOLAR Lr = 0 PSF SOLAR PV DEAD LOAD = 5.0 PSF NOTES: 1.INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. 2.CONTRACTOR TO VERIFY ALL EXISTING CONSTRUCTION MATCHES THAT SHOWN HERE AND IN THE CALCULATIONS BY MOTIVE. 3.CONTRACTOR TO INSPECT EXISTING ROOF SCREW. ANY LOOSE OR BROKEN SCREWS SHALL BE REPLACED WITH SCREWS THAT ARE THE NEXT DIAMETER LARGER. 4.DO NOT COVER MECHANICAL AND PLUMBING VENTS AT ROOF WITH SOLAR PV PANELS. ROOF DATA ROOF FIRE CLASSIFICATION CLASS A ROOF MATERIAL SINGLE PLY PVC ROOFING NO. OF LAYERS 1 LAYERS SLOPE(S)2.55° PARAPET WALL HT.3'-0" PER ELEVATION SHEET E-2.1 BUILDING HT.30'-0" SYSTEM DETAILS J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1:100 (E) GIRDERS TYP. (E) PURLINS TYP. (E) STEEL COLUMN TYP. (E) SCREEN WALL (E) DRAINS NEW MODULES SKYLIGHT ROOF EQUIPMENT ROOF DRAIN BUILDING A MODULE: ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W DIMENSIONS: 89.69" x 44.65" x 1.18" TOTAL NUMBER OF MODULES: 54 RACKING: PANELCLAW - CLAWFR 5° INTRAROW SPACING: 7" SYSTEM: HYDRID (BALLASTED+MECHANICAL ATTACHMENT DETAIL A1 SCALE: N.T.S. ATTACHMENT DETAIL B2 SCALE: N.T.S. NOTE: PLEASE REFER TO ICC-ESR-4152 FOR ADDITIONAL SHEET 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1.ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2.REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3.ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4.REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5.SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6.PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7.ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8.BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9.IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10.DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 BALLAST LAYOUT - 1 PC-9 MECHANICAL ATTACHMENT DETAIL Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.1 Wind Design Data Basic Wind Speed (mph)105 Risk Category III Wind Exposure C Earthquake Design Data Risk Category III Importance Factor (Ie)1.25 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)1.328 Mapped Acceleration Parameter(S1)0.472 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.062 Design Spectral Acceleration Parameter (Sd1)0.575 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.51 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)CBC 2022 -ASCE 7 - 16 ALTERNATE DESIGN METHOD -SEAOC PV2 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA COVER SHEET PC-11 23.05.22.1 v3.0.9404.6.1 1 AF C s e t SM 20 2 3 - 0 6 - 2 6 0 Re v 0 SM 20 2 3 - 0 6 - 2 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA PROJECT SUMMARY PC-21 23.05.22.1 v3.0.9404.6.1 clawFRR 55 Degreee -- 188 cm PROJECTT PARTT QUANTITY ITEM PART NUMBER QTY Base 500050202 114 BASE, 02, CFR Modulee Connector 500052304 80 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 132 RAIL, 2500, CFR Cam 5000515 80 CAM, 5D, CFR Camm Claw 2000673 80 CAM CLAW, CFR Deflector 200089905 40 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 423 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Basee Pad 2000678 0 PAD, BASE, CFR CONCRETEE MASONRYY UNIT N/A 40 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICALL ATTACHMENTT PARTT QUANTITY MAA Hardwaree Kit 5000423 5 HW KIT, MA STRUT, 2500, CFR MAA Strut 2000930 45 MA STRUT, 2500, CFR Mechanicall Attachment TBD 45 To Be Determined (TBD) TOTALL MECHANICALL ATTACHMENT COUNT 45 PROJECTT SUMMARY MODULE TYPE ZNSHINE SOLAR ZXM7-SHLDD144-540/M MODULE DIMENSIONS (IN.) 89.69 X 44.65 X 1.18 NUMBER OF MODULES 40 MODULE WATTAGE (W STC) 540 SYSTEM SIZE (kW STC) 21.6 SYSTEM WEIGHT (LB) 5258 SYSTEM AREA (SQ FT.) 1318 AGGREGATE SYSTEM LOAD (PSF) 3.99 NUMBER OF ARRAYS 1 ARRAY TILT (DEG) 4.44 1 A F C s e t S M 2 0 2 3 - 0 6 - 2 6 0 R e v 0 S M 2 0 2 3 - 0 6 - 2 1 Roof 1 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA ARRAY SITE MAP PC-31 23.05.22.1 v3.0.9404.6.1 RROOFF NAME ROOFF SETBACK (FT.) ROOFF HEIGHT (FT) PARAPET HEIGHTT (FT) ROOFF TILT (DEG) Roof 1 4.00 40.00 5.3 1 KEEPOUTT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHTT (IN.) Group 2 1 62 3 1 A F C s e t S M 2 0 2 3 - 0 6 - 2 6 0 R e v 0 S M 2 0 2 3 - 0 6 - 2 1 59' 23' 20' 32' 2' 38' 4' 8' 12' 3' 26' 2' 20' 2' 26' 4' 12' 8' 3' 38' 3' 32' 19' 23' 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ THIS DOCUMENT HAS BEEN PREPARED BY PANEL CLAW & REVIEW BY ELIE SAYEGH, PE DATE STAMPED: 11/10/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A (REPEAT DIMENSION EAST-WEST) PL (PANEL LENGTH) M (PROJECTED PANEL WIDTH) B (REPEAT DIMENSION NORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING) R AEBE K 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA 1 23.05.22.1 v3.0.9404.6.1 INSTALLEDD ARRAYY DIMENSIONS A B C D G J K M N O P R W X Thetaa (DEG)D/JJ (#:1)G.C.R.* mm 2297 1305 99 175 141 88 164 1131 111 61 42 516 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.54 3.45 6.46 44.51 4.36 2.39 1.67 20 5/16 7.14 5.49 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATIONN MEASUREMENTS AEBE S L CAMM SPACING* mm 486 1247 1050 49UNITS inches 19 1/8 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULEE DIMENSIONS PL PW PT mm 2278 1134 30UNITS inches 89.69 44.65 1.18 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 A F C s e t S M 2 0 2 3 - 0 6 - 2 6 0 R e v 0 S M 2 0 2 3 - 0 6 - 2 1 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA ASSEMBLIES PC-51 23.05.22.1 v3.0.9404.6.1 APPROVED FOR CONSTRUCTION 1 A F C s e t S M 2 0 2 3 - 0 6 - 2 6 0 R e v 0 S M 2 0 2 3 - 0 6 - 2 1 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARDD ASSEMBLYY QUANTITY NORTH ASSEMBLY 24 SOUTH ASSEMBLY 24 MIDDLE ASSEMBLY 22 NORTH SOUTH ASSEMBLY 10 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAMM SPACING mm 49UNITS inches 1 15/16 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.05.22.1 v3.0.9404.6.1 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 A F C s e t S M 2 0 2 3 - 0 6 - 2 6 0 R e v 0 S M 2 0 2 3 - 0 6 - 2 1 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTEREDUNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLDBALLAST ON MODULES WITH NO BALLASTSHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.05.22.1 v3.0.9404.6.1 PC-7 PC-7 1 AF C s e t SM 20 2 3 - 0 6 - 2 6 0 Re v 0 SM 20 2 3 - 0 6 - 2 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.1 ROOF INFORMATION ROOF HEIGHT (FT)40.00 PARAPET HEIGHT (FT) 5.3 ROOF TILT (DEG) 1 ROOF TYPE TBD SPECIFICATIONS NUMBER OF MODULES 40 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 21.6 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 114 Module Connector 80 Rail 132 Cam 80 Cam Claw 80 Deflector 40 Base Pad 0 Ballast Block 40 Mechanical Attachment 45 LOADING DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 5258 ARRAY AREA (SQ. FT)1318 ARRAY LOAD (PSF) 3.99 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg B 1909 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.1 PC-81 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.1 PC-8 1 AF C s e t SM 20 2 3 - 0 6 - 2 6 0 Re v 0 SM 20 2 3 - 0 6 - 2 1 1/6" = 1'-0" 2 3 3 4 1 2 1 5 1 3 2 1 2 5 5 30.27' 82.83' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 24 SOUTH ASSEMBLY 24 MIDDLE ASSEMBLY 22 NORTH SOUTH ASSEMBLY 10 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 81' 98'-10" 4'-5"4'-5" 9'-10" 17'-2" 18'-7" 18'-1" 4'-1"4'-1" M6, HARDWARE 16MM LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT 3/8, 304 S.S. FLAT WASHER U-BRACKET 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT MECHANICAL ATTACHMENT U-ANCHOR 2400-PVC (QUANTITY & LOCATIONS PER RACKING PLANS) MA STRUT STRUT BRACKET (8) #12 OMG HD SCREWS OR EQUIVALENT SCREWS TO EXTEND A MIN. OF 1/2" BELOW ROOF SHEATHING (E) ROOF TRUSS 2X TOP CHORD BEYOND (E) ROOF SHEATHING CUSTOMER DATE: SCALE: SHEET # CUSTOMER S-1.3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 4 3 4 6 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 3 : 5 2 p m MODULE LAYOUT WITH ROOF ATTACHMENTS BLDG B GENERAL NOTES N E S W 45° 135°225° 315° LEGEND DESIGN CRITERIA 1.4' FIRE LANE WILL BE MAINTAINED AROUND THE PERIMETER OF THE ROOF. NEW MODULES ROOF EQUIPMENT DESIGN CRITERIA: 2019 CBC, ASCE 7-16 RISK CATEGORY III WIND LOADING: V=105 MPH, EXP. C, Iw = 1.0 SEISMIC LOADING: DESIGN CATEGORY D Sds = 1.063, I = 1.25 ROOF DEAD LOAD = 20 PSF ROOF LIVE LOAD = 20 PSF, EXCEPT AT SOLAR Lr = 0 PSF SOLAR PV DEAD LOAD = 5 PSF NOTES: 1.INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. 2.CONTRACTOR TO VERIFY ALL EXISTING CONSTRUCTION MATCHES THAT SHOWN HERE AND IN THE CALCULATIONS BY MOTIVE. 3.CONTRACTOR TO INSPECT EXISTING ROOF SCREW. ANY LOOSE OR BROKEN SCREWS SHALL BE REPLACED WITH SCREWS THAT ARE THE NEXT DIAMETER LARGER. 4.DO NOT COVER MECHANICAL AND PLUMBING VENTS AT ROOF WITH SOLAR PV PANELS. ROOF DATA ROOF FIRE CLASSIFICATION CLASS A ROOF MATERIAL SINGLE PLY PVC ROOFING NO. OF LAYERS 1 LAYERS SLOPE(S)2° PARAPET WALL HT.VARIES SEE ELEVATION SHEET E-2 BUILDING HT.37'-0" SYSTEM DETAILS J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1:100 ROOF DRAIN (E) SLOPE BUILDING B MODULE: ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W DIMENSIONS: 89.69" x 44.65" x 1.18" TOTAL NUMBER OF MODULES: 40 RACKING: PANELCLAW - CLAWFR 5° INTRAROW SPACING: 7" SYSTEM: HYDRID (MECHANICAL ATTACHMENT) ATTACHMENT DETAIL A1 ATTACHMENT DETAIL B2 SCALE: N.T.S.SCALE: N.T.S. NOTE: PLEASE REFER TO ICC-ESR-4152 FOR ADDITIONAL SHEET ________________________ nature _________________________________________________ _____________________________________________________________ ________________________ nature ________________________________________________ _____________________________________________________________ 02/15/2024 MA STRUT BOLTED CONNECTIONS HEATHING (E) ROOFING 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SL O P E D E G R E E -1 1 . 6 0 ° SL O P E D E G R E E -1 1 . 6 0 ° 63'-4" 116'-6" 111'-10" 33'-2" 33' 3'-7"5'-5" 7'-4" 5' 4' 2 RAILS MIN PER PANEL 5" MAX 4'-4" MAX SPACING 2'-6" MAX CUSTOMER DATE: SCALE: SHEET # CUSTOMER S-1.5 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 1 a m MODULE LAYOUT WITH ROOF ATTACHMENTS BLDG C GENERAL NOTES N E S W 45° 135°225° 315° LEGEND DESIGN CRITERIA 1.4' FIRE LANE WILL BE MAINTAINED AROUND THE PERIMETER OF THE ROOF. NEW MODULES ROOF EQUIPMENT DESIGN CRITERIA: 2019 CBC, ASCE 7-16 RISK CATEGORY III WIND LOADING: V=105 MPH, EXP. C, Iw = 1.0 SEISMIC LOADING: DESIGN CATEGORY D Sds = 1.063, I = 1.25 ROOF DEAD LOAD = 16 PSF ROOF LIVE LOAD = 20 PSF, EXCEPT AT SOLAR Lr = 0 PSF SOLAR PV DEAD LOAD = 3 PSF NOTES: 1.INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. 2.CONTRACTOR TO VERIFY ALL EXISTING CONSTRUCTION MATCHES THAT SHOWN HERE AND IN THE CALCULATIONS BY MOTIVE. 3.CONTRACTOR TO INSPECT EXISTING ROOF SCREW. ANY LOOSE OR BROKEN SCREWS SHALL BE REPLACED WITH SCREWS THAT ARE THE NEXT DIAMETER LARGER. 4.DO NOT COVER MECHANICAL AND PLUMBING VENTS AT ROOF WITH SOLAR PV PANELS. ROOF DATA ROOF FIRE CLASSIFICATION CLASS A ROOF MATERIAL COMPOSITE SHINGLE NO. OF LAYERS 1 LAYERS SLOPE(S)PER PLAN PARAPET WALL HT.N/A BUILDING HT.15'-0" SYSTEM DETAILS MODULE: ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W DIMENSIONS: 89.69" x 44.65" x 1.18" TOTAL NUMBER OF MODULES: 81 RACKING: IRONERIDGE INTRAROW SPACING: 1/2" J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1:100BUILDING C ROOF FRAMING PLAN MODULE / STRUCTURAL DETAILS1 SCALE: N.T.S. IRONRIDGE XR100 RAIL (N) MODULES IRONRIDGE FLASHFOOT2 2 SCALE: N.T.S. 5/16 X 3.5" LAG BOLTS (STAINLESS STEEL) 2.5" MINIMUM PENETRATION INTO ROOF RAFTERS ROOF MEMBRANE (E) ROOF SHEATHING MODULE RACKING DETAILS3 SCALE: N.T.S. IRONRIDGE XR100 RAIL IRONRIDGE FLATFOOT2 ROOF ATTACHMENT (N) MODULESIRONRIDGE UFO MID CLAMP MODULE / STRUCTURAL DETAILS IRONRIDGE UFO WOOD STOPPER IRONRIDGE XR100 RAIL (N) MODULES IRONRIDGE FLASHFOOT2 5/16 X 3.5" LAG BOLTS (STAINLESS STEEL) 2.5" MINIMUM PENETRATION INTO ROOF RAFTERS ROOF MEMBRANE (E) 6X12 BEAMS @ 13' TYP. (E) 2X10 RAFTERS @ 24" O.C.TYP. VIF (E) 2X TRUSSES @ 24" O.C. TYP. VIF (E) ROOF SHEATHING (E) FRAMING PER ROOF FRAMING PLANS (E) FRAMING PER ROOF FRAMING PLANS _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 02/15/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1.ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2.REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3.ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4.REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5.SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6.PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7.ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8.BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9.IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10.DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT - 1 TO 2 PC-10 MECHANICAL ATTACHMENT DETAIL Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.1 Wind Design Data Basic Wind Speed (mph)102 Risk Category III Wind Exposure C Earthquake Design Data Risk Category III Importance Factor (Ie)1.25 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)1.328 Mapped Acceleration Parameter(S1)0.472 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.062 Design Spectral Acceleration Parameter (Sd1)0.575 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.51 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)CBC 2022 -ASCE 7 - 16 ALTERNATE DESIGN METHOD -SEAOC PV2 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA COVER SHEET PC-11 23.05.22.1 v3.0.9404.6.1 1 Re v 0 sm 20 2 3 - 0 6 - 2 6 0 Re v 0 sm 20 2 3 - 0 6 - 0 7 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA PROJECT SUMMARY PC-21 23.05.22.1 v3.0.9404.6.1 clawFRR 55 Degreee -- 188 cm PROJECTT PARTT QUANTITY ITEM PART NUMBER QTY Base 500050202 326 BASE, 02, CFR Modulee Connector 500052304 296 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 421 RAIL, 2500, CFR Cam 5000515 296 CAM, 5D, CFR Camm Claw 2000673 296 CAM CLAW, CFR Deflector 200089905 148 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 1519 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Basee Pad 2000678 0 PAD, BASE, CFR CONCRETEE MASONRYY UNIT N/A 301 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICALL ATTACHMENTT PARTT QUANTITY MAA Hardwaree Kit 5000423 6 HW KIT, MA STRUT, 2500, CFR MAA Strut 2000930 59 MA STRUT, 2500, CFR Mechanicall Attachment TBD 59 To Be Determined (TBD) TOTALL MECHANICALL ATTACHMENT COUNT 59 PROJECTT SUMMARY MODULE TYPE ZNSHINE SOLAR ZXM7-SHLDD144-540/M MODULE DIMENSIONS (IN.) 89.69 X 44.65 X 1.18 NUMBER OF MODULES 148 MODULE WATTAGE (W STC) 540 SYSTEM SIZE (kW STC) 79.92 SYSTEM WEIGHT (LB) 23375 SYSTEM AREA (SQ FT.) 4800 AGGREGATE SYSTEM LOAD (PSF) 4.87 NUMBER OF ARRAYS 2 ARRAY TILT (DEG) 4.44 1 R e v 0 s m 2 0 2 3 - 0 6 - 2 6 0 R e v 0 s m 2 0 2 3 - 0 6 - 0 7 Roof 1 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA ARRAY SITE MAP PC-31 23.05.22.1 v3.0.9404.6.1 RROOFF NAME ROOFF SETBACK (FT.) ROOFF HEIGHT (FT) PARAPET HEIGHTT (FT) ROOFF TILT (DEG) Roof 1 4.00 30.00 7.0 5 KEEPOUTT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHTT (IN.) Group 2 0.5 240 3 1 R e v 0 s m 2 0 2 3 - 0 6 - 2 6 0 R e v 0 s m 2 0 2 3 - 0 6 - 0 7 127' 40' 1' 46' 51' 13' 29' 11' 31' 10' 13'3' 4' 98' 1 2 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ THIS DOCUMENT HAS BEEN PREPARED BY PANEL CLAW & REVIEW BY ELIE SAYEGH, PE DATE STAMPED: 11/10/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A (REPEAT DIMENSION EAST-WEST) PL (PANEL LENGTH) M (PROJECTED PANEL WIDTH) B (REPEAT DIMENSION NORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING) R AEBE K 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA 1 23.05.22.1 v3.0.9404.6.1 INSTALLEDD ARRAYY DIMENSIONS A B C D G J K M N O P R W X Thetaa (DEG)D/JJ (#:1)G.C.R.* mm 2297 1305 99 175 141 88 164 1131 111 61 42 516 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.54 3.45 6.46 44.51 4.36 2.39 1.67 20 5/16 7.14 5.49 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATIONN MEASUREMENTS AEBE S L CAMM SPACING* mm 486 1247 1050 49UNITS inches 19 1/8 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULEE DIMENSIONS PL PW PT mm 2278 1134 30UNITS inches 89.69 44.65 1.18 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 R e v 0 s m 2 0 2 3 - 0 6 - 2 6 0 R e v 0 s m 2 0 2 3 - 0 6 - 0 7 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA ASSEMBLIES PC-51 23.05.22.1 v3.0.9404.6.1 APPROVED FOR CONSTRUCTION 1 R e v 0 s m 2 0 2 3 - 0 6 - 2 6 0 R e v 0 s m 2 0 2 3 - 0 6 - 0 7 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARDD ASSEMBLYY QUANTITY NORTH ASSEMBLY 30 SOUTH ASSEMBLY 30 MIDDLE ASSEMBLY 236 NORTH SOUTH ASSEMBLY 0 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAMM SPACING mm 49UNITS inches 1 15/16 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.05.22.1 v3.0.9404.6.1 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 R e v 0 s m 2 0 2 3 - 0 6 - 2 6 0 R e v 0 s m 2 0 2 3 - 0 6 - 0 7 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTEREDUNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLDBALLAST ON MODULES WITH NO BALLASTSHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.05.22.1 v3.0.9404.6.1 PC-7 PC-7 1 Re v 0 sm 20 2 3 - 0 6 - 2 6 0 Re v 0 sm 20 2 3 - 0 6 - 0 7 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.1 ROOF INFORMATION ROOF HEIGHT (FT)30.00 PARAPET HEIGHT (FT) 7.0 ROOF TILT (DEG) 5 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 54 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 29.16 ARRAY AZIMUTH 180 PART QUANTITIES ITEM QTY Base 122 Module Connector 108 Rail 146 Cam 108 Cam Claw 108 Deflector 54 Base Pad 0 Ballast Block 106 Mechanical Attachment 36 LOADING DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 8504 ARRAY AREA (SQ. FT)1754 ARRAY LOAD (PSF) 4.85 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 5 Degree roof 1909 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.1 PC-81 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.1 PC-8 1 Re v 0 sm 20 2 3 - 0 6 - 2 6 0 Re v 0 sm 20 2 3 - 0 6 - 0 7 1/6" = 1'-0" 45 24 243 442 34 1 1 3 3 2 3 33 3 3 34 4 3 3 44 4 4 1 1 2 3 51.75' 45.15' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 14 SOUTH ASSEMBLY 14 MIDDLE ASSEMBLY 80 NORTH SOUTH ASSEMBLY 0 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DRAWINGS ARE PREPARED BY OTHERS & REVIEWED ONLY FOR ADEQUATE STRUCTURAL ELEMETNS BY ELIE SAYEGH, PE AT MOTIVE ENERGY. 02/15/2024 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 261'-10" 12'-6" 22'-8" 24' 24' 24' 24' 10'-10" 13'-2" 12' 13'-4" 28'-8" 28'-8" 24' 22'-8"25'-4"28'-8"19'-9"10'-3"10'-8"5'-11" 3' 123'-3" 266'-81 2" 128'-7" W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W14X22 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W2 4 X 6 8 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W12X19 W16X26 W16X40 W30X108 W30X99 W30X99 W30X99 W30X99 W27X84 W18X35 W21X44 W21X44 W21X44 W21X44 W14X22 W24X55W14X22 W14X22 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 3 0 W1 4 X 3 0 W1 4 X 3 0 W1 4 X 3 0 W1 6 X 2 6 BRBF4 W2 4 x 6 8 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 4 X 2 2 W1 8 X 3 5 W1 8 X 4 0 W1 8 X 3 5 W1 8 X 3 5 W1 8 X 3 5 W2 4 X 5 5 BR B F 2 BR B F 2 BRBF3 BR B F 2 BR B F 2 W21X44 W14X22 W18X40 SLOPE DEGREE -2.46° SLOPE DEGREE -2.46° SLOPE DEGREE -2.46° SL O P E D E G R E E -5 . 6 6 ° SL O P E D E G R E E -5 . 6 6 ° SL O P E D E G R E E -5 . 6 6 ° W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 W1 2 X 1 9 BR B F 8 W24X68 BRBF5 BR B F 8 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W21X44 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W12X19 W18X35 W21X44 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W16X26 W18X35 W16X26 W16X26 W16X26 W16X26 W16X26 W16X26 W16X26 W16X26 W16X26 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W14X22 W1 2 X 1 9 W1 2 X 1 9 W1 8 X 3 5 W1 8 X 3 5 W16X31 W1 8 X 4 0 W1 8 X 3 5 W1 2 X 1 9 W12X19 W16X26 W16X26 W16X26 BRBF6 1 1 2" VERCO PLB 36x18 GAUGE DECK 127'-1" 60'-3" 59'-7" 110'-10" 5'-3" 4'-7" 4'-7" 4'-6" 7'-4" 5'-6" 24'-5" 12'-3" 6'-5" 11'-5" M6, HARDWARE 16MM LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT 3/8, 304 S.S. FLAT WASHER U-BRACKET 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT MECHANICAL ATTACHMENT U-ANCHOR 2400-PVC (QUANTITY & LOCATIONS PER RACKING PLANS) MA STRUT STRUT BRACKET (8) #12 OMG HD SCREWS OR EQUIVALENT SCREWS TO EXTEND A MIN. OF 1/2" BELOW ROOF DECK (QTY & LOCATIONS PER RACKING PLANS) MA STRUT BOLTED CONNECTIONS 6" RIGID INSULATION (E) 18 GAUGE STEEL DECK CUSTOMER DATE: SCALE: SHEET # CUSTOMER S-1.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 4 3 4 6 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 3 : 5 2 p m MODULE LAYOUT WITH ROOF ATTACHMENTS BLDG E GENERAL NOTES N E S W 45° 135°225° 315° LEGEND DESIGN CRITERIA 1.4' FIRE LANE WILL BE MAINTAINED AROUND THE PERIMETER OF THE ROOF. NEW MODULES SKYLIGHT ROOF EQUIPMENT DESIGN CRITERIA: 2019 CBC, ASCE 7-16 RISK CATEGORY III WIND LOADING: V=105 MPH, EXP. C, Iw = 1.0 SEISMIC LOADING: DESIGN CATEGORY D Sds = 1.067, I = 1.25 ROOF DEAD LOAD = 18.1 PSF ROOF LIVE LOAD = 20 PSF, EXCEPT AT SOLAR Lr = 0 PSF SOLAR PV DEAD LOAD = 4 PSF (LOWER ROOF) SOLAR PV DEAD LOAD = 3.75 PSF (UPPER ROOF) NOTES: 1.INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. 2.CONTRACTOR TO VERIFY ALL EXISTING CONSTRUCTION MATCHES THAT SHOWN HERE AND IN THE CORRESPONDING STRUCTURAL CALCULATIONS. 3.CONTRACTOR TO INSPECT EXISTING ROOF SCREW. ANY LOOSE OR BROKEN SCREWS SHALL BE REPLACED WITH SCREWS THAT ARE THE NEXT DIAMETER LARGER. 4.DO NOT COVER MECHANICAL AND PLUMBING VENTS AT ROOF WITH SOLAR PV PANELS. ROOF DATA ROOF FIRE CLASSIFICATION CLASS A ROOF MATERIAL SINGLE PLY PVC ROOFING NO. OF LAYERS 1 LAYERS SLOPE(S)PER PLAN PARAPET WALL HT.VARIES PER ELEVATION SHEET E-2.1 BUILDING HT.30'-0" SYSTEM DETAILS J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1" = 15'-0" (E) GIRDERS TYP. (E) PURLINS TYP. (E) STEEL COLUMN TYP. ROOF DRAIN (E) SLOPE (E) SCREEN WALL (E) DRAINS (E) SLOPE BUILDING E MODULE: ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W DIMENSIONS: 89.69" x 44.65" x 1.18" UPPER ROOF TOTAL NUMBER OF MODULES: 112 RACKING: PANELCLAW - CLAWFR 5° INTRAROW SPACING: 7" NEW LINESYSTEM: MECHANICAL ATTACHMENT LOWER ROOF TOTAL NUMBER OF MODULES: 148 RACKING: PANELCLAW - CLAWFR 5° INTRAROW SPACING: 7" 1.5" VERCO PLB 36X18 GAUGE METAL DECK WITH RIGID INSULATION (VARYING IN THICKNESS) ATTACHMENT DETAIL A1 SCALE: N.T.S. SCALE: N.T.S. 2 ATTACHMENT DETAIL B NOTE: PLEASE REFER TO ICC-ESR-4152 FOR ADDITIONAL SHEET ________________________ nature _________________________________________________ _____________________________________________________________ ________________________ nature ________________________________________________ _____________________________________________________________ 02/15/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1.ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2.REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3.ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4.REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5.SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6.PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7.ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8.BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9.IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10.DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 BALLAST LAYOUT - 1 PC-9 MECHANICAL ATTACHMENT DETAIL Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.1 Wind Design Data Basic Wind Speed (mph)105 Risk Category III Wind Exposure C Earthquake Design Data Risk Category III Importance Factor (Ie)1.25 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)1.329 Mapped Acceleration Parameter(S1)0.473 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.063 Design Spectral Acceleration Parameter (Sd1)0.576 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.51 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)2022 CBC -ASCE 7 - 16 ALTERNATE DESIGN METHOD -SEAOC PV2 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines AERIAL PHOTO / SITE DIAGRAM THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA COVER SHEET PC-11 23.05.22.1 v3.0.9404.6.1 1 Up d a t e d S i t e P a r a m e t e r s TA 20 2 3 - 0 5 - 3 1 0 Re v 0 sm 20 2 3 - 0 5 - 3 1 TROY E.TURLEY 23-0242-2805 6/06/2023 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA PROJECT SUMMARY PC-21 23.05.22.1 v3.0.9404.6.1 clawFRR 55 Degreee -- 188 cm PROJECTT PARTT QUANTITY ITEM PART NUMBER QTY Base 500050202 246 BASE, 02, CFR Modulee Connector 500052304 224 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 265 RAIL, 2500, CFR Cam 5000515 224 CAM, 5D, CFR Camm Claw 2000673 224 CAM CLAW, CFR Deflector 200089905 112 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 1059 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Basee Pad 2000678 0 PAD, BASE, CFR CONCRETEE MASONRYY UNIT N/A 91 BLOCK, CONCRETE, 33.75 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICALL ATTACHMENTT PARTT QUANTITY MAA Hardwaree Kit 5000423 10 HW KIT, MA STRUT, 2500, CFR MAA Strut 2000930 94 MA STRUT, 2500, CFR Mechanicall Attachment TBD 94 To Be Determined (TBD) TOTALL MECHANICALL ATTACHMENT COUNT 94 PROJECTT SUMMARY MODULE TYPE ZNSHINE SOLAR ZXM7-SHLDD144-540/M MODULE DIMENSIONS (IN.) 89.69 X 44.65 X 1.18 NUMBER OF MODULES 112 MODULE WATTAGE (W STC) 540 SYSTEM SIZE (kW STC) 60.48 SYSTEM WEIGHT (LB) 13608 SYSTEM AREA (SQ FT.) 3632 AGGREGATE SYSTEM LOAD (PSF) 3.75 NUMBER OF ARRAYS 1 ARRAY TILT (DEG) 4.44 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 Roof 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA ARRAY SITE MAP PC-31 23.05.22.1 v3.0.9404.6.1 RROOFF NAME ROOFF SETBACK (FT.) ROOFF HEIGHT (FT) PARAPET HEIGHTT (FT) ROOFF TILT (DEG) Roof 1 4.00 48.00 4.0 2 KEEPOUTT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHTT (IN.) Group 1 4 48 Group 2 2 120 3 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 13' 52' 170' 15' 12' 29' 12' 30' 157' 22' 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A (REPEAT DIMENSION EAST-WEST) PL (PANEL LENGTH) M (PROJECTED PANEL WIDTH) B (REPEAT DIMENSION NORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING) R AEBE K 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA 1 23.05.22.1 v3.0.9404.6.1 INSTALLEDD ARRAYY DIMENSIONS A B C D G J K M N O P R W X Thetaa (DEG)D/JJ (#:1)G.C.R.* mm 2297 1305 99 175 141 88 164 1131 111 61 42 516 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.54 3.45 6.46 44.51 4.36 2.39 1.67 20 5/16 7.14 5.49 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATIONN MEASUREMENTS AEBE S L CAMM SPACING* mm 486 1247 1050 49UNITS inches 19 1/8 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULEE DIMENSIONS PL PW PT mm 2278 1134 30UNITS inches 89.69 44.65 1.18 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA ASSEMBLIES PC-51 23.05.22.1 v3.0.9404.6.1 APPROVED FOR CONSTRUCTION 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARDD ASSEMBLYY QUANTITY NORTH ASSEMBLY 18 SOUTH ASSEMBLY 18 MIDDLE ASSEMBLY 184 NORTH SOUTH ASSEMBLY 4 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAMM SPACING mm 49UNITS inches 1 15/16 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.05.22.1 v3.0.9404.6.1 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTERED UNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLD BALLAST ON MODULES WITH NO BALLAST SHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.05.22.1 v3.0.9404.6.1 PC-7 PC-7 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAYY 1.1 ROOFF INFORMATION ROOF HEIGHT (FT) 48.00 PARAPET HEIGHT (FT) 4.0 ROOF TILT (DEG) 2 ROOF TYPE TPO SPECIFICATIONS NUMBER OF MODULES 112 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 60.48 ARRAY AZIMUTH 180 PARTT QUANTITIES ITEM QTY Base 246 Module Connector 224 Rail 265 Cam 224 Cam Claw 224 Deflector 112 Base Pad 0 Ballast Block 91 Mechanical Attachment 94 LOADINGG DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 33.75 TOTAL ARRAY WT (LB) 13608 ARRAY AREA (SQ. FT) 3632 ARRAY LOAD (PSF) 3.75 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.1 PC-81 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.1 PC-8 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 5 - 3 1 0 R e v 0 s m 2 0 2 3 - 0 5 - 3 1 1/12" = 1'-0" 5 2 1 3 21 4 5 2 1 1 5 4 1 3 2 1 1 1 3 1 3 1 5 1 4 5 1 3 5 1 1 3 3 2 2 1 1 120.12' 60.23' ASSEMBLYY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 18 SOUTH ASSEMBLY 18 MIDDLE ASSEMBLY 184 NORTH SOUTH ASSEMBLY 4 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT PART TO BE DETERMINED. MANUFACTURED BY OTHERS NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BELOW MODULES MA STRUT TRANSPARENT PV SOLAR MODULE MECHANICAL ATTACHMENT MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Messi Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA, USA 1 PC-9 MECHANICAL ATTACHMENT DETAIL 23.05.22.1 v3.0.9404.6.1 1 Up d a t e d S i t e P a r a m e t e r s TA 20 2 3 - 0 5 - 3 1 0 Re v 0 sm 20 2 3 - 0 5 - 3 1 131 52 525 650 525 APPROVED FOR CONSTRUCTION PC-9 PC-9 PC-9 TROY E.TURLEY 23-0242-2805 6/06/2023 U-ANCHOR 2400 MECHANICAL ATTACHMENT 11.75"4.83" 2.2 in 3.25 in REFER TO PROCEEDING ROOF FRAMING PLAN SHEET FOR FASTERNER SIZE & QUANTITY REFER TO ROOF FRAMING PLAN FOR ADDITIONAL INFORMATION REGARDING THE ROOF MEMBRANE 8-1/4" DIAMTER HOLES 2 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V DE S C R I P T I O N PR E P CH E C K DA T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION:SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1.ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2.REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3.ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4.REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5.SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6.PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7.ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8.BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9.IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10.DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT - 1 TO 2 PC-10 MECHANICAL ATTACHMENT DETAIL Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.1 Wind Design Data Basic Wind Speed (mph)105 Risk Category III Wind Exposure C Earthquake Design Data Risk Category III Importance Factor (Ie)1.25 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)1.329 Mapped Acceleration Parameter(S1)0.473 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.063 Design Spectral Acceleration Parameter (Sd1)0.576 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.51 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)2022 CBC -ASCE 7 - 16 ALTERNATE DESIGN METHOD -SEAOC PV2 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines AERIAL PHOTO / SITE DIAGRAM THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA COVER SHEET PC-11 23.05.22.1 v3.0.9404.6.1 1 Up d a t e d S i t e P a r a m e t e r s TA 20 2 3 - 0 6 - 0 1 0 Ro o f t o p sm 20 2 3 - 0 3 - 1 0 TROY E.TURLEY 23-0242-2805 6/06/2023 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT PART TO BE DETERMINED. MANUFACTURED BY OTHERS NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT SOUTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BETWEEN MODULES MECHANICAL ATTACHMENT NORTH EDGE APPLICATION CENTERED BELOW MODULES MECHANICAL ATTACHMENT INTERIOR APPLICATION CENTERED BELOW MODULES MA STRUT TRANSPARENT PV SOLAR MODULE MECHANICAL ATTACHMENT MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA 1 PC-10 MECHANICAL ATTACHMENT DETAIL 23.05.22.1 v3.0.9404.6.1 1 Up d a t e d S i t e P a r a m e t e r s TA 20 2 3 - 0 6 - 0 1 0 Ro o f t o p sm 20 2 3 - 0 3 - 1 0 0 85 441 650 525 APPROVED FOR CONSTRUCTION PC-10 PC-10 PC-10 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA PROJECT SUMMARY PC-21 23.05.22.1 v3.0.9404.6.1 clawFRR 55 Degreee -- 188 cm PROJECTT PARTT QUANTITY ITEM PART NUMBER QTY Base 500050202 426 BASE, 02, CFR Modulee Connector 500052304 324 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 539 RAIL, 2500, CFR Cam 5000515 324 CAM, 5D, CFR Camm Claw 2000673 324 CAM CLAW, CFR Deflector 200089905 162 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 1716 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Basee Pad 2000678 0 PAD, BASE, CFR CONCRETEE MASONRYY UNIT N/A 321 BLOCK, CONCRETE, 33.75 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICALL ATTACHMENTT PARTT QUANTITY MAA Hardwaree Kit 5000423 12 HW KIT, MA STRUT, 2500, CFR MAA Strut 2000930 114 MA STRUT, 2500, CFR Mechanicall Attachment TBD 114 To Be Determined (TBD) TOTALL MECHANICALL ATTACHMENT COUNT 114 PROJECTT SUMMARY MODULE TYPE ZNSHINE SOLAR ZXM7-SHLDD144-540/M MODULE DIMENSIONS (IN.) 89.69 X 44.65 X 1.18 NUMBER OF MODULES 162 MODULE WATTAGE (W STC) 540 SYSTEM SIZE (kW STC) 87.48 SYSTEM WEIGHT (LB) 26292 SYSTEM AREA (SQ FT.) 5309 AGGREGATE SYSTEM LOAD (PSF) 4.95 NUMBER OF ARRAYS 2 ARRAY TILT (DEG) 4.44 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 Roof 1 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA ARRAY SITE MAP PC-31 23.05.22.1 v3.0.9404.6.1 RROOFF NAME ROOFF SETBACK (FT.) ROOFF HEIGHT (FT) PARAPET HEIGHTT (FT) ROOFF TILT (DEG) Roof 1 4.00 35.00 1.0 1 3 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 96' 109' 95' 110' 1 2 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A (REPEAT DIMENSION EAST-WEST) PL (PANEL LENGTH) M (PROJECTED PANEL WIDTH) B (REPEAT DIMENSION NORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING) R AEBE K 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA 1 23.05.22.1 v3.0.9404.6.1 INSTALLEDD ARRAYY DIMENSIONS A B C D G J K M N O P R W X Thetaa (DEG)D/JJ (#:1)G.C.R.* mm 2297 1305 99 175 141 88 164 1131 111 61 42 516 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.54 3.45 6.46 44.51 4.36 2.39 1.67 20 5/16 7.14 5.49 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATIONN MEASUREMENTS AEBE S L CAMM SPACING* mm 486 1247 1050 49UNITS inches 19 1/8 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULEE DIMENSIONS PL PW PT mm 2278 1134 30UNITS inches 89.69 44.65 1.18 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA ASSEMBLIES PC-51 23.05.22.1 v3.0.9404.6.1 APPROVED FOR CONSTRUCTION 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARDD ASSEMBLYY QUANTITY NORTH ASSEMBLY 102 SOUTH ASSEMBLY 102 MIDDLE ASSEMBLY 120 NORTH SOUTH ASSEMBLY 0 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAMM SPACING mm 49UNITS inches 1 15/16 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DO NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.05.22.1 v3.0.9404.6.1 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTERED UNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLD BALLAST ON MODULES WITH NO BALLAST SHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.05.22.1 v3.0.9404.6.1 PC-7 PC-7 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAYY 1.1 ROOFF INFORMATION ROOF HEIGHT (FT) 35.00 PARAPET HEIGHT (FT) 1.0 ROOF TILT (DEG) 1 ROOF TYPE TPO SPECIFICATIONS NUMBER OF MODULES 142 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 76.68 ARRAY AZIMUTH 180 PARTT QUANTITIES ITEM QTY Base 366 Module Connector 284 Rail 466 Cam 284 Cam Claw 284 Deflector 142 Base Pad 0 Ballast Block 284 Mechanical Attachment 98 LOADINGG DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 33.75 TOTAL ARRAY WT (LB) 23099 ARRAY AREA (SQ. FT) 4648 ARRAY LOAD (PSF) 4.97 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.1 PC-81 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.1 PC-8 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 1/6" = 1'-0" 3 4 4 5 5 23454 5 2 3 4 5 3 2 4 3 5 45 1 2 41 4 4 1 2115 1 2 2 1 41314 1 2 3 42 1 34 2 3 3 32 1 3 2 3 3 2 32 3 3 4 4 4 53 32 4432 4 4 44554 2 1 1 1 1 1 31112 4 4 1 14 94.72' 82.83' ASSEMBLYY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 82 SOUTH ASSEMBLY 82 MIDDLE ASSEMBLY 120 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 RE V D E S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INC ALL INFORMATION CONTAINED WITHIN THIS DOCUMENT IS PROPERTY OF PANELCLAW, INC. THE PURPOSE OF THIS DOCUMENT IS TO FACILITATE THE INSTALLATION OF PANELCLAW SOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DO NOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1" 2" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAYY 1.2 ROOFF INFORMATION ROOF HEIGHT (FT) 35.00 PARAPET HEIGHT (FT) 1.0 ROOF TILT (DEG) 1 ROOF TYPE TPO SPECIFICATIONS NUMBER OF MODULES 20 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 10.8 ARRAY AZIMUTH 180 PARTT QUANTITIES ITEM QTY Base 60 Module Connector 40 Rail 73 Cam 40 Cam Claw 40 Deflector 20 Base Pad 0 Ballast Block 37 Mechanical Attachment 16 LOADINGG DETAILS SINGLE MODULE WT (LB) 73.9 SINGLE CMU WT (LB) 33.75 TOTAL ARRAY WT (LB) 3192 ARRAY AREA (SQ. FT) 661 ARRAY LOAD (PSF) 4.83 APPROVED FOR CONSTRUCTION Messi Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA, USA BALLAST LAYOUT - 1.2 PC-91 23.05.22.1 v3.0.9404.6.1 BALLAST LAYOUT - 1.2 PC-9 1 U p d a t e d S i t e P a r a m e t e r s T A 2 0 2 3 - 0 6 - 0 1 0 R o o f t o p s m 2 0 2 3 - 0 3 - 1 0 1/6" = 1'-0" 3 32 33 1123331 1 2 3 3 8.79' 75.30' ASSEMBLYY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 20 SOUTH ASSEMBLY 20 MIDDLE ASSEMBLY 0 NORTH SOUTH ASSEMBLY 0 TROY E.TURLEY 23-0242-2805 6/06/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 18'-4" 9'-6" 10'-8" 20'-5" 31'-3" 6" 18'-2" 6" 37'18'-10"10'-1"96'-1" 109'-2" 162'-4" C8 X 1 1 . 5 C8 X 1 1 . 5 W6 X 1 2 W6 X 1 2 W6 X 1 2 W6 X 1 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 C6 X 8 . 2 C6 X 8 . 2 C8 X 1 1 . 5 C8 X 1 1 . 5 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 W8 X 1 0 C8 X 1 1 . 5 C8 X 1 1 . 5 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 W8 X 1 0 C8 X 1 1 . 5 C8 X 1 1 . 5 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 C6 X 8 . 2 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W8 X 1 0 W6 X 1 2 C6 X 8 . 2 W6 X 1 2 C6 X 8 . 2 W6 X 1 2 W6 X 1 2 SLOPE DEGREE -1.40° SLOPE DEGREE -1.35° 3. 5 D A - A C O U S T I C A L DO V E T A I L D E C K SLOPE DEGREE -1.35°SLOPE DEGREE -1.40° 7'82'-10" 98'-3" 4'-8" 4'-4" 4'-2" M6, HARDWARE 16MM LENGTH BOLT 3/8-16, 304 S.S. HEX FLANGE NUT 3/8, 304 S.S. FLAT WASHER U-BRACKET 3/8-16, 304 S.S. HARDWARE 1.25" LENGTH BOLT MECHANICAL ATTACHMENT U-ANCHOR 2400-PVC (QUANTITY & LOCATIONS PER RACKING PLANS) MA STRUT STRUT BRACKET (8) #12 OMG HD SCREWS OR EQUIVALENT SCREWS TO EXTEND A MIN. OF 1/2" BELOW ROOF DECK (QTY & LOCATIONS PER RACKING PLANS) MA STRUT BOLTED CONNECTIONS 6" RIGID INSULATION (E) 18 GAUGE STEEL DECK CUSTOMER DATE: SCALE: SHEET # CUSTOMER S-1.4 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 4 3 4 6 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 3 : 5 2 p m MODULE LAYOUT WITH ROOF ATTACHMENTS BLDG F GENERAL NOTES N E S W 45° 135°225° 315° LEGEND DESIGN CRITERIA 1.4' FIRE LANE WILL BE MAINTAINED AROUND THE PERIMETER OF THE ROOF. NEW MODULES ROOF EQUIPMENT DESIGN CRITERIA: 2019 CBC, ASCE 7-16 RISK CATEGORY III WIND LOADING: V=105 MPH, EXP. C, Iw = 1.0 SEISMIC LOADING: DESIGN CATEGORY D Sds = 1.063, I = 1.25 ROOF DEAD LOAD = 20 PSF ROOF LIVE LOAD = 20 PSF, EXCEPT AT SOLAR Lr = 0 PSF SOLAR PV DEAD LOAD = 5 PSF NOTES: 1.INSTALL ALL HARDWARE IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS. 2.CONTRACTOR TO VERIFY ALL EXISTING CONSTRUCTION MATCHES THAT SHOWN HERE AND IN THE CALCULATIONS BY MOTIVE. 3.CONTRACTOR TO INSPECT EXISTING ROOF SCREW. ANY LOOSE OR BROKEN SCREWS SHALL BE REPLACED WITH SCREWS THAT ARE THE NEXT DIAMETER LARGER. 4.DO NOT COVER MECHANICAL AND PLUMBING VENTS AT ROOF WITH SOLAR PV PANELS. ROOF DATA ROOF FIRE CLASSIFICATION CLASS A ROOF MATERIAL SINGLE PLY PVC ROOFING NO. OF LAYERS 1 LAYERS SLOPE(S)2° PARAPET WALL HT.3'-0" PER ELEVATION SHEET E-2 BUILDING HT.30'-0" SYSTEM DETAILS J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1" = 8'-0" (E) OPEN WEB JOISTS ROOF DRAIN (E) SLOPE BUILDING F MODULE: ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W DIMENSIONS: 89.69" x 44.65" x 1.18" TOTAL NUMBER OF MODULES: 162 RACKING: PANELCLAW - CLAWFR 5° INTRAROW SPACING: 7" SYSTEM: HYDRID (MECHANICAL ATTACHMENT) ATTACHMENT DETAIL A1 ATTACHMENT DETAIL B2 SCALE: N.T.S.SCALE: N.T.S. (E) 12" CMU WALLS (E) 18 GAUGE STEEL DECK NOTE: PLEASE REFER TO ICC-ESR-4152 FOR ADDITIONAL SHEET ________________________ nature _________________________________________________ _____________________________________________________________ ________________________ nature ________________________________________________ _____________________________________________________________ 02/15/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER F-1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 CARPORT FOUNDATION PLANS CARPORT 1 N E S W 45° 135°225° 315° STEEL CANOPY ROOF LINE ABOVE TYP.CBC STEEL COLLUMN PER STEEL SUPPLIER/ENGINEER TYP. SITE KEY PLAN CARPORT 1 CARPORT 2 CARPORT 3 CARPORT 4 CARPORT 5 1 SD-1 CARPORT 1 TYP. 1 2 3 4 5 6 7 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 CARPORT FOUNDATION PLANS 1/8"=1'-0" ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER F-2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N SE T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 9 , 2 0 2 3 - 1 1 : 5 7 a m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° CARPORTS 2 & 3 FOUNDATION PLANS STEEL CANOPY ROOF LINE ABOVE TYP. CBC STEEL COLLUMN PER STEEL SUPPLIER/ENGINEER TYP. SITE KEY PLAN CARPORT 1 CARPORT 2 CARPORT 3 CARPORT 4 CARPORT 5 1 SD-1 CARPORT 2 CARPORT 3 TYP. A B C D HGFE PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 CARPORT FOUNDATION PLANS CARPORT 2 & 3 1/8"=1'-0" _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DATE STAMPED: 11/10/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER F-3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N SE T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 9 , 2 0 2 3 - 1 1 : 5 9 a m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° CARPORTS 4 & 5 FOUNDATION PLANS STEEL CANOPY ROOF LINE ABOVE TYP. SITE KEY PLAN CARPORT 1 CARPORT 2 CARPORT 3 CARPORT 4 CARPORT 5 1 SD-1CARPORT 4 CARPORT 5 TYP. I J K L M N O CBC STEEL COLLUMN PER STEEL SUPPLIER/ENGINEER TYP. PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 CARPORT FOUNDATION PLANS CARPORTS 4 & 5 1/8"=1'-0" _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ DATE STAMPED: 11/10/2023 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 EMBEDMENT DEPTHS DEMBED PER SCHEDULE DIAMETER PER SCHEDULE 3" CLR 2"CLR COVER AT TOP TIES "T1" PER SCHEDULE STARTING FROM TOP OF PIER AND DOWN TO 5'-0" BELOW GRADE SHIFT TIES TO ALLOW 4" CONDUIT. 6" MAX. SPACING, TYP. (2 LOCATIONS) VARIES (0" TO 28" MAX) TIES "T2" PER SCHEDULE GRADE NO MORE THAN (1) 4" DIA. AND (1) 11 2" DIA.CONDUITS TO RUN THROUGH PIER. CONDUITS SHALL NOT BE IN CONTACT WITH ANY VERTICAL OR TRANSVERSE REINFORCEMENT 3" CLR TO TIES ALL AROUND 2 - 18" EMBED MIN #3 TIES AT 3" O.C. AROUND BOLTS TO TERMINATE W/ HOOKS 6 -11 2" DIAMETER F1554 GR.55 THREADED A.B., GALV W/ MIN EMBED AS SHOWN. SEE BASE PLATE PLAN VIEW FOR BOLT CONFIGURATION. STEEL COLUMN BY STEEL FABRICATOR 1 3/4" THICK BASE PLATE PER BASE PLATE PLAN VIEW BELOW BY STEEL FABRICATOR MAX 2" HIGH-STRENGTH NON-SHRINK GROUT PLAN VIEW: BASE PLATE 1'-6" 1'-01 2" 2'-4"1'-101 2" 1 9 16" HOLES 3" CLR TO TIES ALL AROUND TIES/HOOPS. SIZE & SPACING PER PIER ELEVATION CONCRETE PIER, DIAMETER PER SCHEDULE COLUMN & BASE PLATE ABOVE BY STEEL FABRICATOR EQUALLY SPACED VERTICALS PER SCHEDULE 6" LAP MIN CUSTOMER DATE: SCALE: SHEET # CUSTOMER SD-1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 2 a m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 FOUNDATION DETAILS CONCRETE PIER SECTION2 SCALE: N.T.S. FOUNDATION GENERAL NOTES: 1.THESE DRAWINGS ARE COPYRIGHTED INSTRUMENTS OF MOTIVE ENERGY FOR USE ON THIS PROJECT & THIS PROJECT ONLY. 2.CONTRACTOR RESPONSIBILITY-CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR MEANS, METHODS, SEQUENCING, AND SAFETY PRECAUTIONS INCLUDING BUT NOT LIMITED TO SHORING OR BRACING. FOLLOW WRITTEN DIMENSIONS ONLY & VERIFY IN FIELD ALL DIMENSIONS BEFORE COMMENCING WORK. CONTACT EOR WHEN ANY DISCREPANCY IS ENCOUNTERED. DRAWING SHALL NOT BE SCALED. 3.ALL CONCRETE SHALL BE SUPPLIED & PLACED IN ACCORDANCE WITH ACI 318. 4.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE II. SEE SOILS REPORT FOR SULFATE CONTENT. WHERE SEVERE OR VERY SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 TABLE 19.3.2.1 5.CONCRETE W/C RATIO SHALL NOT EXCEED 0.45. 6.AGGREGATE FOR FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. 7.USE 1" MAXIMUM AGGREGATE SIZE. 8.PLACEMENT: 8.1. ALL REINFORCING BARS, ANCHOR BOLTS, AND ALL OTHER HARDWARE SHALL BE SECURED IN POSITION PRIOR TO CONCRETE POUR. 8.2. CONCRETE SHALL BE PLACED IN CONTINUOUS FASHION, AND UNINTERRUPTED BETWEEN PREDETERMINED CONSTRUCTION JOINTS. 8.3. USE VIBRATORS TO CONSOLIDATE CONCRETE. 8.4. CONCRETE SHALL BE CONTINUOUSLY CURED FOR 7 DAYS AFTER PLACEMENT WITH THE EXCEPTION OF FOUNDATION CONCRETE. 8.5. ALL IMPERFECTIONS, INCLUDING HOLES RESULTING FROM INSERTS, SHALL BE GROUTED, BRUSHED, AND SACKED TO UNIFORM FINISH. 8.6. ALL CORNERS SHALL BE CHAMFERED (3/4" MIN) TO PREVENT DAMAGE. 8.7. CONSTRUCTION TOLERANCE SHALL BE IN ACCORDANCE WITH ACI 117. 9.CONCRETE TO OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF FC' = 4,500 PSI AT 28 DAYS. 10.CONCRETE MIXES SHALL BE SUBMITTED FOR THE REVIEW AND APPROVAL OF THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. 11.ALL REBAR TO BE GRADE 60. 12.CONCRETE TO REACH 1500 PSI PRIOR TO REMOVAL OF SHORING AND/OR INSTALLATION OF BEAMS AND PURLINS. 13.PIER EXCAVATION SHALL BE CLEAN OF ALL DELETERIOUS MATERIAL, INCLUDING LOOSE SOIL, PRIOR TO POURING CONCRETE. 14.SPECIAL INSPECTION OF PIER FOUNDATION EXCAVATIONS SHALL BE PERFORMED IN ACCORDANCE WITH CBC SECTION 1705.8. 15.CONCRETE BREAK TESTS SHALL BE PERFORMED, WITH THE FOLLOWING EXCEPTION: PER ACI 5.6.2.3, THE CONTRACTOR CAN ASK FOR APPROVAL FROM THE BUILDING OFFICIAL TO FORGO BREAK TESTS IF ALL THE FOLLOWING CRITERIA ARE MET: 1. HISTORIC BREAK TESTS FOR SPECIFIC MIX DESIGN THAT WILL BE USED ARE OBTAINED FROM THE READY MIX SUPPLIER AND SUBMITTED TO THE BUILDING DEPT. OR INSPECTOR AND TO THE EOR. 2. THE QUANTITY OF SAID SPECIFIC MIX DESIGN TO BE USED ON THE PROJECT IS LESS THAN 50 CUBIC YARDS. 3. THE LOAD TICKETS FOR THE CONCRETE DELIVERED TO THE SITE ARE RETAINED WITH COPIES SUBMITTED TO THE BUILDING DEPT. OR INSPECTOR AND TO THE EOR. 16.UNDER NO CIRCUMSTANCES SHALL WATER BE ADDED TO THE CONCRETE AT THIS JOB SITE. 17.SPECIAL INSPECTION IS REQUIRED FOR THIS PROJECT. DESIGN CRITERIA CODES: 2022, ASCE 7-16, ACI 318-19 WIND SPEED: 95 MPH EXPOSURE: B IMPORTANCE FACTOR (WIND)= 1.0 SS=1.328 SMS=0.472 SDS=0.885 SEISMIC DESIGN CATEGORY: D RISK CATEGORY: II IMPORTANCE FACTOR (SEISMIC)= 1.0 SOILS PARAMETERS: GEOTECHNICAL ENGINEER: LEIGHTON CONSUTING, INC. GEOTECHNICAL REPORT NUMBER: 11975.005 GEOTECHNICAL REPORT DATE:05/09/2023 ALLOWABLE LATERAL BEARING:300 PSF/FT ALLOWABLE BEARING WIDTH INCREASE:YES. 2X WIDTH WHERE SPACING IS > 3X PIER DIAMTER ALLOWABLE INCREASE FOR SHORT DURATION:YES. 33% ALLOWABLE SKIN FRICTION - DOWNWARD:150 PSF ALLOWABLE SKIN FRICTION - UPLIFT:90 PSF TOP OF SOIL TO IGNORE:1'-0" ELEVATION OF CONCRETE PIER1 CONCRETE PIER SCHEDULE PIER TYPE PER PLAN DEMBED DIAMETER VERTICALS T1 T2 P-1 10'-0"42"12-#7 #5 AT 4" O.C.#5 AT 12" O.C. NTS ________________________ nature _________________________________________________ _____________________________________________________________ ________________________ nature ________________________________________________ _____________________________________________________________ 02/15/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 11 / 0 1 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 OPEN 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 24 06 / 0 5 / 2 0 2 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER CS-1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 4 3 4 6 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 3 : 5 2 p m N E S W 45° 135°225° 315° APPLICABLE CODES JURISDICTION VICINITY MAP N.T.S. LEGAL DESCRIPTION P BK 109 PG 28 OWNER SAMUELI ACADEMY 1919 N. FAIRVIEW STREET, SANTA ANA, CA 92706 CONTACT: 714-619-0202 CONSULTANTS STRUCTURAL RACKING: PANEL CLAW 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 (978) 688 - 4900 DESIGN CRITERIA COLD DESIGN TEMPERATURE 0° C HOT DESIGN TEMPERATURE 41°C SYSTEM SPECIFICATIONS BUILDING DATA SCOPE OF WORK STRUCTURAL: CBC STEEL BUILDINGS 1700 E. LOUISE AVE. LATHROP, CA 95330 (209) 983 - 0910 -APN: 399-031-24 / 399-031-23 -CONST. TYPE: III-N -OCCUPANCY: S, B -USE: COMMERCIAL BUILDINGS -SPRINKLERS: SPRINKLERED -STORIES: STORIES VARY PER BUILDING -EXISTING ROOF AREA: 33,455.63 SQ.FT. -TOTAL ARRAY AREA : 15,866.29 SQ. FT. MODULE - ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W TOTAL MODULE COUNT 1092 STC RATING 540 kW TOTAL DC SYSTEM RATING (STC) 589.680 kW DCp RACKING SYSTEM TYPE ROOF MOUNT: PANELCLAW & IRONRIDGE SOLAR CARPORT FROM CBC STEEL COVER SHEET J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 INVERTER #1- SE80KUS (SOLAREDGE) TOTAL INVERTER COUNT 1 INVERTER #2- SE40KUS (SOLAREDGE) TOTAL INVERTER COUNT 3 INVERTER #3- CPS SCA36KTL-DO-R/US-480 (CHINT) TOTAL INVERTER COUNT 2 INVERTER #4- CPS SCA50KTL-DO-R/US-480 (CHINT) TOTAL INVERTER COUNT 2 INVERTER #5- SE100KUS (SOLAREDGE) TOTAL INVERTER COUNT 1 INVERTER #6- CPS SCA25KTL-DO-R/US-480 (CHINT) TOTAL INVERTER COUNT 2 PROJECT DEVELOPER CARPORT DATA -APN: 399-031-24 / 399-031-23 -CONST. TYPE: II-B -OCCUPANCY: S-2 -USE: SOLAR CARPORT -SPRINKLERS: N/A -STORIES: N/A -EXISTING ROOF AREA: N/A -TOTAL ARRAY AREA : 14,688.06 SQ. FT. -THIS PROJECT WILL INSTALL A SOLAR PV ROOF MOUNTS, PV CARPORTS MOUNTS, AND EV CHARGING STATIONS. IT WILL BE INTERCONNECTED TO ELECTRICAL UTILITY GRID PER THE REQUIREMENTS OF SOUTHERN CALIFORNIA EDISON AS WELL AS OTHER APPLICABLE CODES. PV RACKING SYSTEM: IRONRIDGE, INC. 28357 INDUSTRIAL BLVD. HAYWARD, CA 94545 (800) 227 - 9523 SHEET INDEX GENERAL NOTES 1.ADAPT PHOTOVOLTAIC SYSTEM TO SPECIFIC SITE & LOCAL CONDITIONS AS NECESSARY. 2.V.I.F. EXISTING MECHANICAL, ELECTRICAL, PLUMBING & ARCHITECTURAL COMPONENTS RELEVANT TO INSTALLATION AREA. 3.PV SYSTEM WILL BE INTERCONNECTED TO THE ELECTRIC GRID PER REQUIREMENTS OF THE LOCAL UTILITY & CODES. 4.THIS PLAN SET PRESENTED HEREIN IS PART OF A SUBMITTAL PACKAGE COMPRISED OF 6 TOTAL PLAN SETS ALL BEING PERMITTED UNDER ONE INTERCONNECTION. THIS SET SHALL NOT BE USED FOR CONSTRUCTION INDEPENDENTLY OF REMAINING CORRELATED SUBMITTALS. SEE BELOW LIST OF THE 6 SAID SUBMITTALS: i. SAMUEL ACADEMY SOLAR CARPOTS II. SAMUEL ACADEMY BUILDING A SOLAR III. SAMUEL ACADEMY BUILDING B SOLAR IV. SAMUEL ACADEMY BUILDING C SOLAR V. SAMUEL ACADEMY BUILDING E SOLAR VI. SAMUEL ACADEMY BUILDING F SOLAR CS-1 TITLE SHEET, VICINITY MAP, PARCEL MAP & NOTES A-1 EV SITE PLAN A-2 EV MOUNT INSTALLATION A-3 EV CHARGING STATION DETAILS E-1.1 ELECTRICAL SITE PLAN E-1.2 POINT OF INTERCONNECTION / NEW EQUIPMENT E-1.3 ROOF MOUNT & EQUIPMENT LOCATION DETAILS E-1.4 CARPORTS & EQUIPMENT LOCATION DETAILS E-1.5 TREE REMOVAL PLAN E-1.6 EQUIPMENT LOCATION DETAILS E-2.1 LINE OF SIGHT ELEVATION VIEW FOR BUILDINGS E-2.2 LINE OF SIGHT ELEVATION VIEW FOR CARPORTS E-4.1 SPEC SHEET #1 E-4.2 SPEC SHEET #2 E-4.3 SPEC SHEET #3 E-4.4 SPEC SHEET #4 E-5.1 ELECTRICAL CALCULATIONS SHEET #1 E-5.2 ELECTRICAL CALCULATIONS SHEET #2 E-5.3 TITLE 24 REPORT E-6.1 PHOTOMETRIC CALCULATIONS E-6.2 LIGHTING PLAN E-7.1 STRING LAYOUT FOR ROOF MOUNT E-7.2 STRING LAYOUT FOR CARPORTS E-7.3 TRENCH AND CONDUIT ROUTE E-8.1 EQUIPMENT DETAILS SHEET #1 E-8.2 EQUIPMENT DETAILS SHEET #2 E-8.3 GROUNDING DETAILS E-9.1 SINGLE LINE DIAGRAM SHEET #1 E-9.2 SINGLE LINE DIAGRAM SHEET #2 E-9.3 SINGLE LINE DIAGRAM INVERTER DETAILS E-10 WARNINGS LABELS E-11 ELECTRICAL PLACARDS LA-1.0 PLANTING PLAN LA-1.1 PLANTING NOTES AND DETAILS LA-1.2 PLANTING SPECIFICATIONS BUILDING A PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT 1 TO 3 PC-10 MECHANICAL ATTACHMENT DETAIL S-1.1 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING A BUILDING E PC-1 COVER SHEET_UPPER ROOF PC-2 PROJECT SUMMARY_UPPER ROOF PC-3 ARRAY SITE MAP_UPPER ROOF PC-4 TYPICAL ARRAY DIMENSIONS_UPPER ROOF PC-5 ASSEMBLIES_UPPER ROOF PC-6 RACKING COMPONENTS_UPPER ROOF PC-7 BALLAST LEGEND_UPPER ROOF PC-8 BALLAST LAYOUT - 1.1_UPPER ROOF PC-9 MECHANICAL ATTACHMENT DETAIL PC-1 COVER SHEET_LOWER ROOF PC-2 PROJECT SUMMARY_LOWER ROOF PC-3 ARRAY SITE MAP_LOWER ROOF PC-4 TYPICAL ARRAY DIMENSIONS_LOWER ROOF PC-5 ASSEMBLIES_LOWER ROOF PC-6 RACKING COMPONENTS_LOWER ROOF PC-7 BALLAST LEGEND_LOWER ROOF PC-8 TO PC-9 BALLAST LAYOUT - 1.1 TO 1.2_LOWER ROOF PC-10 MECHANICAL ATTACHMENT DETAIL_LOWER ROOF S-1.2 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING E BUILDING B PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LAYOUT LEGEND PC-8 BALLAST LAYOUT - 1.1 PC-9 MECHANICAL ATTACHMENT DETAIL S-1.3 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING B BUILDING F PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT 1 TO 2 PC-10 MECHANICAL ATTACHMENT DETAIL S-1.4 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING F S-1.5 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING C F-1 CARPORT FOUNDATION PLANS CARPORT 1 F-2 CARPORT FOUNDATION PLANS CARPORT 2 & 3 F-3 CARPORT FOUNDATION PLANS CARPORT 4 & 5 SD-1 FOUNDATIONS DETAILS S1 CBC STEEL COVER SHEET - GENERAL INFORMATION S2 PV MODULE INFORMATION R1 FRAMING PLAN CP1 R2 PURLIN PLAN CP1 R3 FRAMING PLAN CP2 R4 PURLIN PLAN CP2 R5 FRAMING PLAN CP3 R6 PURLIN PLAN CP3 R7 FRAMING PLAN CP4 R8 PURLIN PLAN CP4 R9 FRAMING PLAN CP5 R10 PURLIN PLAN CP5 A1 ANCHOR ROD PLAN CP1 A2 ANCHOR ROD PLAN CP2 A3 ANCHOR ROD PLAN CP3 A4 ANCHOR ROD PLAN CP4 A5 ANCHOR ROD PLAN CP5 C1 CROSS SECTIONS CP1 C2 CROSS SECTIONS CP2, CP3, & CP4 C3 CROSS SECTIONS CP5 C4 REACTIONS D1 GENERAL DETAILS D2 GENERAL DETAILS D3 GENERAL DETAILS P1 PARTS DETAILS P2 PARTS DETAILS W1 SHOP WELDING DETAILS SAMUELI ACADEMY 589.680 kW DCp / 544.970 kW CEC AC SOLAR PHOTOVOLTAIC SYSTEM INSTALLATION 1901/1919 N. FAIRVIEW ST. , SANTA ANA, CA. 92705 DESIGN & INSTALL OF SOLAR PV SYSTEM SHALL COMPLY WITH: NEC 2020 NATIONAL ELECTRICAL CODE CEC 2022 CALIFORNIA ELECTRICAL CODE ARTICLE 690 & 2022 TITLE-24 CBC 2022 CALIFORNIA BUILDING CODE CMC 2022 CALIFORNIA MECHANICAL CODE CFC 2022 CALIFORNIA FIRE CODE CPC 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ENERGY CODE 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE EV CHARGERS- CHARGEPOINT CP6000 DUAL PORT MODEL CP6021B-50A-L5.5-CHIP 1 SINGLE PORT MODEL CP6011B-50A-L5.5-CHIP 2 TOTAL EV CHARGING STATIONS 4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 HUCKLEBERRY RD. STRAWBERRY LN.FA I R V I E W S T . FA I R V I E W S T . BLUEBERRY LN. STRAWBERRY LN. HUCKLEBERRY RD. HU C K L E B E R R Y R D . BL U E B E R R Y L N . 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE L A N E 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE L A N E 4' FIRE L A N E 4' F I R E L A N E H 4' FIRE LANE 4' FIRE LANE J J J 10 ' 5'8' 43 6 . 8 2 ' 43 6 . 8 2 ' 22 6 ' 22 5 . 5 0 ' 470' T 3' MIN. CLEARANCE 3' MIN. CLEARANCE 12'5' NO PARKING 6'-7" EV CHARGING ONLY 6'-6"4'-3" 20'-6" FROM BUILDING G EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 8'-4"8'-6"8'-4" 34'-3" 3" 37'-11" 12' CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-1.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 0 a m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 GENERAL NOTES 1.(1)SE80KUS (SOLAREDGE) INVERTERS, (3)SE40KUS (SOLAREDGE) INVERTER,(2)CPS SCA36KTL-DO-R/US-480 (CHINT) INVERTERS,(2)CPS SCA50KTL-DO-R/US-480 (CHINT) INVERTERS,(1) SE100KUS (SOLAREDGE), (2) CPS SCA25KTL-DO-R/US-480 (CHINT) INVERTERS. 2.MODULE RACKING IS PANELCLAW AT 5° TILT. 3.CONTRACTOR TO ENSURE THAT THE PHOTOVOLTAIC ARRAY AND ASSOCIATED EQUIPMENT MEET FIRE CODE. 4.INVERTERS COMPLY WITH RAPID SHUTDOWN PER CEC ART. 690.12. 5.4' FIRE LANE WILL BE MAINTAINED AROUND THE PERIMETER OF THE ROOF. 6.SOLAR PHOTOVOLTAIC SYSTEMS SHALL BE INSTALLED ACCORDANCE WITH CALIFORNIA FIRE CODE SECTION 1204.2 THROUGH 1204.5 AND THE CALIFORNIA BUILDING CODE. 7.ROOF ACCESS, PATHWAYS, AND SPACING REQUIREMENTS SHALL BE PROVIDED IN ACCORDANCE WITH CALIFORNIA FIRE CODE SECTIONS 1204.2.1 THROUGH 1204.3.3. PATHWAYS SHALL BE OVER AREAS CAPABLE OF SUPPORTING FIRE FIGHTERS ACCESSING THE ROOF. PATHWAYS SHALL BE LOCATED IN AREAS WITH MINIMAL OBSTRUCTIONS SUCH AS VENT PIPES, CONDUIT AND MECHANICAL EQUIPMENT. FIRE CODE 1204.2. 8.CONDUIT, WIRING SYSTEMS, AND RACEWAYS FOR PHOTOVOLTAIC CIRCUITS SHALL BE LOCATED AS CLOSE AS POSSIBLE TO THE RIDGE OR HIP OR VALLEY AND FROM THE HIP OR VALLEY AS DIRECTLY AS POSSIBLE TO AN OUTSIDE WALL TO REDUCE TRIP HAZARDS AND MAXIMIZE VENTILATION OPPORTUNITIES. CONDUIT RUNS BETWEEN SUB ARRAYS AND TO DC COMBINER BOXES SHALL BE INSTALLED ON THE ROOF BY TAKING THE SHORTEST PATH FROM THE ARRAY TO THE DC COMBINER BOX. THE DC COMBINER BOXES SHALL BE LOCATED SUCH THAT CONDUIT RUNS ARE MINIMIZED IN THE PATHWAYS BETWEEN ARRAYS. DC WIRING SHALL BE INSTALLED IN METALLIC CONDUIT OR RACEWAYS WHEN LOCATED WITHIN ENCLOSED SPACES IN A BUILDING. CONDUIT SHALL RUN ALONG THE BOTTOM OF LOAD BEARING MEMBERS. FIRE CODE 1204.3.4. 9.BUILDINGS WITH RAPID SHUTDOWN SOLAR PHOTOVOLTAIC SYSTEMS SHALL PERMANENT LABELS IN ACCORDANCE WITH SECTIONS 1204.5.1 THROUGH 1204.5.3. 10.A RAPID SHUTDOWN SWITCH SHALL HAVE A LABEL LOCATED NOT GREATER THAN 3 FEET (914 mm) FROM THE SWITCH THAT STATES THE FOLLOWING: "RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEM" 11. ALL CONDUITS USED IN CONNECTION WITH THE SOLAR CARPORTS SHALL BE INSTALLED INSIDE THE I BEAM GROOVE AND PAINTED TO MATCH THE PROPOSED BEAM. 12. ALL CONDUITS USED IN CONNECTION WITH THE ROOFTOP-INSTALLED SOLAR PANELS SHALL NOT BE EXPOSED AND BE HIDDEN FROM PUBLIC VIEW. MODULE INFORMATION MODEL MODULE DIMENSIONS MODULE STC MODULE PTC COUNT ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W 89.69" x 44.65" x 1.18"540 W 507.4 1092 INVERTER INFORMATION MODEL AC NAMPLATE COUNT SE100KUS (SOLAR EDGE)100.000 KW 1 SE80KUS (SOLAR EDGE)80.000 KW 1 SE40KUS (SOLAR EDGE)40.000 KW 3 CPS SCA50KTL-DO/US-480 50.000 KW 2 CPS SCA36KTL-DO/US-480 36.000 KW 2 CPS SCA25KTL-DO/US-480 25.000 KW 2 ARRAY INFORMATION ARRAY SYSTEM MODULE COUNT AZIMUTH TILT CAPACITY KW-DCp KW CEC AC 1 ROOF MOUNT #1 162 180°5°87.480 80.966 2 ROOF MOUNT #2 112 180°5°60.480 55.976 3 ROOF MOUNT #3 148 180°5°79.920 73.969 4 ROOF MOUNT #4 54 180°5°29.160 26.989 5 ROOF MOUNT #5 81 169.58°5°43.740 40.483 6 ROOF MOUNT #6 40 180°5°21.600 19.992 7 CARPORT #1 168 180°7.49°90.720 83.538 8 CARPORT #2 90 90.23°7.49°48.600 44.981 9 CARPORT #3 90 90.23°7.49°48.600 44.753 10 CARPORT #4 90 90.23°7.49°48.600 44.981 11 CARPORT #5 57 90.23°7.49°30.780 28.343 TOTAL 1092 589.680 544.970 2 E1.3 1 E1.2 (N) CARPORT #4 (N) UTILITY DISCONNECT BUILDING G 3 E1.3 4 E1.3 (N) CARPORT #5 1 E1.4 2 E1.4 3 E1.4 4 E1.4 5 E1.4 (N) CARPORT #3 (N) CARPORT #2 (N) DAS SERVICE POINT & UTILITY METER METER# V349N-018849 POINT OF INTERCONNECTION (N) INVERTER #1 CPS 36K (N) INVERTER #2 CPS 36K (N) INVERTER #3 CPS 50K (N) INVERTER #4 CPS 25K (N) INVERTER #5 CPS 50K (N) INVERTER #6 CPS 25K (N) PANELBOARD DP-EV (N) PANELBOARD DP-PV1 50'-0" REAR YARD SETBACK FROM RESIDENTIAL LOT RESIDENTIAL LOT ABUTTING REAR YARD 50'-0" REAR YARD SETBACK FROM RESIDENTIAL LOT RESIDENTIAL LOT ABUTTING REAR YARD 10'-0" SETBACK LINE 10'-0" SETBACK LINE (E) TREES TYP. 1" = 40'-0" ELECTRICAL SITE PLAN (N) ROOF MOUNT ARRAY #5 (N) ROOF MOUNT ARRAY #6 1 E1.3 5 E1.3 (N) ROOF MOUNT ARRAY #3 (N) PANELBOARD DP-PV2 (N) PV MODULES (TYP.) (N) ROOF MOUNT ARRAY #2 BUILDING E (N) ROOF MOUNT ARRAY #4 N E S W 45° 135°225° 315° BUILDING F BUILDING A BUILDING B BUILDING C (N) INVERTER #10 SE40K (N) INVERTER #9 SE100K 2 E1.6 4 E1.6 1 E1.6 5 E1.6 3 E1.6 (N) EV CHARGING STATION #3.1 (N) EV CHARGING STATION #1.1 & 1.2 WITH BOLLARD (N) XFMR T-EVC 5'-0" SETBACK LINE (N) CARPORT #1 (N) EV CHARGING STATION #2.1 WITH BOLLARD (N) ROOF MOUNT ARRAY #1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5'8' T 3' MIN. CLEARANCE 3' MIN. CLEARANCE 12'5' EK WZ</E' 6'-7" s,Z'/E' KE>z 6'-6"4'-3" 20'-6" FROM BUILDING G s,Z'/E' KE>z s,Z'/E' KE>z s,Z'/E' KE>z 8'-4"8'-6"8'-4" CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-1.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 1 9 9 6 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 8 , 2 0 2 3 - 1 1 : 4 1 a m POINT OF INTERCONNECTION / NEW EQUIPMENT POINT OF INTERCONNECTION/ NEW EQUIPMENT1 1" = 5'-0" J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° NON USED EQUIPMENT WILL BE MOVED TO MAKE ROOM FOR NEW EQUIPMENT (N) DAS SERVICE POINT & UTILITY METER METER# V349N-018849 POINT OF INTERCONNECTION (N) XFMR T-EVC(N) PANELBOARD DP-EV (N) UTILITY PV DISCONNECT (N) PANELBOARD DP-PV1 BUILDING F (E) PARKING LIGHT TYP. (N) BOLLARDS TYP. (N) DUAL EV CHARGING STATION #1.1 & 1.2 (N) EV SIGNAGE TYP. (E) TREES TO BE REMOVED (E) PROPERTY LINE 8'-0"LANDSCAPE SETBACK (N) SINGLE EV CHARGING STATION #3.1 (N) EV SIGNAGE TYP. ADA VAN ACCESSIBLE PARKING SPACE (N) SINGLE EV CHARGING STATION #2.1 BUILDING G (N) CARPORT #1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 127'-11" 75'-2" 60'-4" 22' 5 128'-7" 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' FIRE LANE4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 266'-8" 110'-10" +7.02 +27 +32.73 +5.63 +9.26 +32.61 +32.52 +2.69 +50.04 +2.33 +50.17 +1.37 +4.26 +49.96 +11.37 +11.66 +10.02 +10.24 +10.99 +10.88 +49.7 +3.80 +10.65 +28.04 +4.03 +19.69 15' 108'-11" 125'-3" 75'-4" 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE +40.74 +9.97 +32.68 +3.17 +3.20 +32.46 +3.68 +32.52 +10.05 +41.59 +41.63 +9.61 +11.18 +11.39 +11.30 +11.30 99'-1" 96'-1" 138'-6" 162'-7" 109'-4" 85'-7" 10' 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE4' FIRE LANE 4' FIRE LANE +0.90 +34.09 +34.78 +1.00 +1.71 +6.88 +1.54 +35.16 63'-4" 116'-6" 111'-10" 33'-2" 4' FIRE L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE L A N E 4' FIRE L A N E 4' F I R E L A N E H +24.25 +11.20 +11.15 +17.65 +21.25 +21.25 98'-10" 81' CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-1.3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP NEW EQUIPMENT & ROOF MOUNT LOCATED ON BUILDING E N E S W 45° 135°225° 315° NEW ROOF MOUNT LOCATION BUILDING A13 ROOF MOUNT & EQUIPMENT LOCATION DETAILS SCALE: 1" = 15'-0"SCALE: 1" = 15'-0" NEW EQUIPMENT & ROOF MOUNT LOCATED ON BUILDING B NEW EQUIPMENT & ROOF MOUNT LOCATED ON BUILDING F 52SCALE: 1" = 16'-0" AS INDICATED J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 NEW ROOF MOUNT LOCATION BUILDING C4 SCALE: 1" = 16'-0" N E S W 45° 135°225° 315° N E S W 45° 135°225° 315° N E S W 45° 135°225° 315° BUILDING F (N) ROOF MOUNT ARRAY #1 (N) PV MODULES (TYP.) (N) ROOF MOUNT ARRAY #2 (N) ROOF MOUNT ARRAY #3BUILDING E BUILDING A (N) ROOF MOUNT ARRAY #4 BUILDING C (N) INVERTER #8 SE80K LOWER ROOF WALL BUILDING F (N) AC DISCONNECT (N) INVERTER #9 SE80K (N) INVERTER #10 SE100K (N) PANELBOARD DP-PV2 BUILDING E (N) ROOF MOUNT ARRAY #5 SCALE: 1" = 16'-0" (N) ROOF MOUNT ARRAY #6 BUILDING B 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5' J 211'-2" 22'-4" 50' 8' 5' J 4' 22 ' - 4 " 50 ' J 113'-4"113'-4" 10' 1' - 6 " 50 ' J 113'-4"72' 10' 22 ' - 4 " 5' - 3 " CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-1.4 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP N E S W 45° 135°225° 315° CARPORTS & EQUIPMENT LOCATION DETAILS AS INDICATED J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 NORTHERN CARPORT #11 SCALE: 1" = 10'-0" NORTH/EAST CARPORT #2 & #32 SCALE: 1" = 10'-0" N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° SOUTH/EAST CARPORT #4 & #53 SCALE: 1" = 10'-0" PROPERTY LINE5'-0" BUILDING SETBACK LINE & 8'-0"LANDSCAPE SETBACK PROPERTY LINE PROPERTY LINE (E) STORM DRAIN (E) ELECTRICAL LINE (E) PARKING LIGHT TYP. (E) ELECTRICAL LINE (E) PARKING LIGHT TYP. (E) PARKING LIGHT TYP. (N) CARPORT #1 (E) STORM DRAIN (E) STORM DRAIN (N) CARPORT #2 (N) CARPORT #3 (N) CARPORT #4 (N) CARPORT #5 (E) STORM DRAIN12" PIPE (E) PARKING LIGHT TYP. (E) ELECTRICAL LINE (E) SANITARY SEWER (E) WATER EASMENT (E) STORM DRAIN12" PIPE (E) STORM DRAIN12" PIPE (E) CURBLINE (E) CURBLINE (E) CURBLINE (N) INVERTER #1 CPS 36K (N) INVERTER #5 CPS 50K (N) INVERTER #3 CPS 50K (N) INVERTER #4 CPS 25K (N) COLUMN TYP (N) COLUMN TYP (N) COLUMN TYP (E) JBOX (E) JBOX (E) JBOX N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° (N) INVERTER #2 CPS 36K (N) INVERTER #6 CPS 25K (N) INVERTER #7 SE40KUS 50' REAR YARD SETBACK FROM RESIDENTIAL LOT RESIDENTIAL LOT ABUTTING REAR YARD 50' REAR YARD SETBACK FROM RESIDENTIAL LOT RESIDENTIAL LOT ABUTTING REAR YARD 10'-0" SETBACK LINE (E) TREES TYP. 50' REAR YARD SETBACK FROM RESIDENTIAL LOT (E) TREES TYP. (E) TREES TYP. RESIDENTIAL LOT ABUTTING REAR YARD 10'-0" SETBACK LINE (N) AC DISCONNECT 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 J J J J CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-1.5 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 TREE REMOVAL PLAN AS INDICATED NORTHERN CARPORT #1 SCALE: 1" = 10'-0" NORTH/EAST CARPORT #2 & #32 SCALE: 1" = 10'-0" N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° SOUTH/EAST CARPORT #4 & #53 SCALE: 1" = 10'-0" (E) STORM DRAIN (E) ELECTRICAL LINE (E) PARKING LIGHT TYP. (E) PARKING LIGHT TYP. (E) STORM DRAIN (N) CARPORT #2 (N) CARPORT #3 (N) CARPORT #4 (N) CARPORT #5 (E) PARKING LIGHT TYP. (E) ELECTRICAL LINE (E) CURBLINE (E) CURBLINE (E) JBOX (E) JBOX N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° (E) TREES TO BE REMOVED TYP. (E) TREES TO BE REMOVED TYP. N E S W 45° 135°225° 315° 1 (E) PARKING LIGHT TYP. (N) CARPORT #1 (E) STORM DRAIN (E) CURBLINE (E) JBOX (E) TREES TO BE REMOVED TYP. (E) TREE IN CLOSE PROXIMITY, CAUSES SOME SHADING (E) TREE IN CLOSE PROXIMITY, CAUSES SOME SHADING 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-10 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CON T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 8 p m WARNING LABELS SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUT DOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN THE ARRAY. SOLAR ELECTRIC PV PANELS OPEN PV SYSTEM DISCONNECT TO INITIATE RAPID SHUTDOWN "SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN" LABEL TO BE PLACED AT THE MAIN SERVICE DISCONNECT. LABEL SHALL HAVE A YELLOW BACKGROUND WITH BLACK LETTERING. WARNING INVERTER OUTPUT CONNECTION DO NOT RELOCATE THIS OVERCURRENT DEVICE WARNING LABELS ALL LABELS SHALL BE WEATHER RESISTANT, SUITABLE FOR THE ENVIRONMENT, REFLECTIVE, RED BACKGROUND, WHITE LETTERING AND MINIMUM 3/8 IN. LETTER HEIGHT. EQUIPMENT INFORMATION AND LOCATION EQUIPMENT NUMBERS CORRESPOND WITH NUMBERS ON LABELS AND WARNINGS 1. MAIN SWITCHBOARD (MSB), IN THE NORTH ELECTRICAL ENCLOSURE & SERVICE SUB PANEL BLDG A, B, C, E & F. 2. UTILITY PV DISCONNECT 3. PANELBOARD "DP-PV1" 4. INVERTERS #1 - #6 COMBINERBOX 5. INVERTERS #7 - #11 COMBINERBOX 6. PANELBOARD "DP-PV2" 7. PANELBOARD "DP-EV" 8. TRANSFORMER XFMR "T-EVC" 9. 60A DISCONNECT FOR INVERTERS 1 & 2 10. 80A DISCONNECT FOR INVERTERS 3 & 5 11. 40A DISCONNECT FOR INVERTERS 4 & 6 12. 70A AC DISCONNECT - RSD 1 (INSIDE BLDG C ELECTRICAL ROOM) 13. 125A DISCONNECT - RSD 2 (INSIDE BLDG F ELECTRICAL ROOM) 14. 250A AC DISCONNECT - RSD 3 (INSIDE BLDG E ELECTRICAL ROOM) 15. 30A DC DISCONNECT - RSD 4 (INSIDE BLDG B ELECTRICAL ROOM) 16. 70A AC DISCONNECT - RSD 5 (INSIDE BLDG A ELECTRICAL ROOM) WARNING ELECTRIC SHOCK HAZARD TERMINALS ON BOTH LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION WARNING! ARC FLASH HAZARD APPROPRIATE PPE REQUIRED FAILURE TO COMPLY CAN RESULT IN DEATH OR INJURY REFER TO NFPA 70E ARC FLASH HAZARD VINYL LABEL BLACK LETTERING ORANGE BACKGROUND BLACK LETTERING WHITE BACKGROUND 1 4 2 1 3 5 1 WARNING: PHOTOVOLTAIC POWER SOURCE "WARNING: PHOTOVOLTAIC POWER SOURCE" LABEL ON DC RACEWAYS AND EQUIPMENT. PLACE THESE LABELS EVERY 10 FT. AND ON CHANGES IN DIRECTION. ! BLACK LETTERING ORANGE BACKGROUND BLACK LETTERING WHITE BACKGROUND WHIT LETTERING RED BACKGROUND WHIT LETTERING RED BACKGROUND 8 7 6 9 2 12 2 4 15 5 10 11 12 1 13 13 J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 15 14 16 15 14 16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LA N E 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE LA N E 4' FIRE LA N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE T 3' MIN.CLEARANCE 3' MIN.CLEARANCE NO PARKING EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 12' CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-11 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 1 a m ELECTRICAL PLACARDS CAUTION: MULTIPLE SOURCES OF POWER PHOTOVOLTAIC ARRAY LOCATED ON ROOF TYP.8" 7" INFORMATION MAP PLASTIC PLACARD N FA I R V I E W S T . QUANTITY: 11 MAP PLACARD MAPS LOCATED OUTDOORS SHALL BE ENGRAVED LETTERS ON A METAL OR PLASTIC PLAQUE. MAPS LOCATED INDOORS MAY BE LAMINATED PRINTS. MAPS SHALL HAVE A RED BACKGROUND WITH WHITE LETTERING AND ATTACHED USING RIVETS OR SCREWS MAINTAINING ENCLOSURE RATING. SERVICE POINT UTILITY METERING CAUTION: SOLAR ELECTRIC SYSTEM QUANTITY = 1 10" WARNING: 2 SOURCES OF POWER 2ND SOURCE IS A PHOTOVOLTAIC SYSTEM 61 2" MAXIMUM AC OPERATING CURRENT 632A OPERATING VOLTAGE 480VAC 61 2" 1" UTILITY PHOTOVOLTAIC DISCONNECT 10" 1" QUANTITY = 1 QUANTITY = 12 PHOTOVOLTAIC SYSTEM CIRCUITS ONLY NO ADDITIONAL CIRCUITS ALLOWED 6" 1" QUANTITY = 2 DC PHOTOVOLTAIC DISCONNECT 91 2" 1" RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEM 4" 2" QUANTITY = 6 1" "CAUTION: SOLAR ELECTRIC SYSTEM" LABEL PLACED ADJACENT TO MAIN SERVICE DISCONNECT. LABELS AND WARNINGS NOTE: PLAQUES SHALL HAVE LETTERS ENGRAVED ON A METAL OR PLASTIC PLAQUE. PLAQUES SHALL HAVE A RED BACKGROUND WITH WHITE ENGRAVED LETTERING. ATTACH PLAQUE USING OUTDOOR RATED ADHESIVE AND WITH RIVETS OR SCREWS WHILE MAINTAINING ENCLOSURE RATING. UNLESS OTHERWISE SPECIFIED ALL LETTERING HEIGHT FOR LABELS AND WARNING SHALL BE 3/16 INCH. FONT TYPE TO BE ARIAL. NOTES 1.PLACARDS ARE WHITE LETTERING ON RED BACKGROUND. 2.MATERIAL: PLASTIC 3.RIVET HOLES REQUIRED. 1" 2 6 1 3 3 2 1 4 2 MAXIMUM SYSTEM VOLTAGE 1000VDC 10" 1" QUANTITY = 12 5 QUANTITY = 1 QUANTITY = 3 UTILITY PV DISCONNECT BLDG C CARPORT #5 BLDG A BLDG E BLDG F CARPORT #4 CARPORT #3 CARPORT #1 CARPORT #2 EQUIPMENT INFORMATION AND LOCATION 5 QUANTITY = 6 AC PHOTOVOLTAIC DISCONNECT 91 2" 1" 9 6 1 10 15 15 MAXIMUM AC OPERATING CURRENT 96.5A OPERATING VOLTAGE 480VAC 6" 1" QUANTITY = 1 MAXIMUM AC OPERATING CURRENT 168A OPERATING VOLTAGE 480VAC 6" 1" QUANTITY = 1 MAXIMUM AC OPERATING CURRENT 48.25A OPERATING VOLTAGE 480VAC 6" 1" QUANTITY = 2 13 14 125A AC DISCONNECT RSD 2 AC DISCONNECT RSD 1 AC DISCONNECT RSD 5 DC DISCONNECT RSD 4 BLDG B 250A AC DISCONNECT RSD 3 11 J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 EQUIPMENT NUMBERS CORRESPOND WITH NUMBERS ON LABELS AND WARNINGS 1.MAIN SWITCHBOARD (MSB), IN THE NORTH ELECTRICAL ENCLOSURE & SERVICE SUB PANEL BLDG A, B, C, E & F. 2.UTILITY PV DISCONNECT 3.PANELBOARD "DP-PV1" 4.INVERTERS #1 - #6 COMBINERBOX 5.INVERTERS #7 - #11 COMBINERBOX 6.PANELBOARD "DP-PV2" 7.PANELBOARD "DP-EV" 8.TRANSFORMER XFMR "T-EVC" 9.60A DISCONNECT FOR INVERTERS 1 &2 10.80A DISCONNECT FOR INVERTERS 3 &5 11.40A DISCONNECT FOR INVERTERS 4 &6 12.70A AC DISCONNECT - RSD 1 (INSIDE BLDG C ELECTRICAL ROOM) 13.125A DISCONNECT - RSD 2 (INSIDE BLDG F ELECTRICAL ROOM) 14.250A AC DISCONNECT - RSD 3 (INSIDE BLDG E ELECTRICAL ROOM) 15.30A DC DISCONNECT - RSD 4 (INSIDE BLDG B ELECTRICAL ROOM) 16.70A AC DISCONNECT - RSD 5 (INSIDE BLDG A ELECTRICAL ROOM) 12 13 15 14 16 4 12 13 15 14 16 12 16 POWER TO THIS BUILDING IS ALSO SUPPLIED FROM THE FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6' HIGH FROM GRADE 300' FROM THE BUILDING FACING EAST LINE OF SIGHT 6' HIGH FROM GRADE 300' FROM THE BUILDING FACING WEST LINE OF SIGHT SOUTH ELEVATION BUILDING F ARRAY #1 WEST ELEVATION BUILDING E ARRAY #2 & #3 EAST ELEVATION BUILDING A ARRAY #4 SOUTH ELEVATION BUILDING C ARRAY #5 6' HIGH FROM GRADE 300' FROM THE BUILDING FACING SOUTH LINE OF SIGHT 300' 300' 6' HIGH FROM GRADE 300' FROM THE BUILDING FACING SOUTH LINE OF SIGHT 300' LINE OF SIGHT LINE OF SIGHT 6' HIGH FROM GRADE 300' FROM THE BUILDING FACING SOUTH LINE OF SIGHT 300' LINE OF SIGHT 300' LINE OF SIGHT EAST ELEVATION BUILDING B ARRAY #6 6' HIGH FROM GRADE 300' FROM THE BUILDING FACING EAST LINE OF SIGHT LINE OF SIGHT 300' CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-2.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP LINE OF SIGHT ELEVATION VIEW FOR BUILDINGS J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 BUILDING F GRADE GRADE 1' = 15' - 0" BUILDING E BUILDING C (N) ROOF MOUNT ARRAY #1 (N) PV MODULES (TYP.)(N) ROOF MOUNT ARRAY #2 (N) ROOF MOUNT ARRAY #3 (N) ROOF MOUNT ARRAY #5 (N) PV MODULES (TYP.) (N) PV MODULES (TYP.) PARAPET WALL PARAPET HEIGHTPARAPET WALL GRADE (N) ROOF MOUNT ARRAY #6 (N) PV MODULES (TYP.) PARAPET WALL BUILDING B BUILDING A (N) ROOF MOUNT ARRAY #4 (N) PV MODULES (TYP.) PARAPET WALL 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 19'-6" 5'-33 8" 22'-33 4" SOUTH ELEVATION CARPORT #1 10'-6" EAST ELEVATION CARPORT #2 EAST ELEVATION CARPORT #3 EAST ELEVATION CARPORT #4 EAST ELEVATION CARPORT #5 SIDE ELEVATION TYPICAL SECTION DETAIL FOR CARPORT #1 SIDE ELEVATION TYPICAL SECTION DETAIL FOR CARPORT #5 113'-4"113'-4" 113'-4"71'-8" 211'-1" 10' MIN SIDE ELEVATION TYPICAL SECTION DETAIL FOR CARPORT #2, 3, & 4 22'-578" 22'-33 4" 3'-77 8"5'-338" 15" TYP. 11' MIN 15" TYP. 22'-578" 22'-334" 15" TYP. 11' MIN CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-2.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP LINE OF SIGHT ELEVATION VIEW CARPORTS_COLORED J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 (N) CARPORT #4(N) CARPORT #5 (N) CARPORT #1 (N) CARPORT #3 (N) CARPORT #2 GRADE GRADE GRADE GRADE COLUMN TYP 1' = 10' - 0" GRADEGRADE MATERIAL CALL-OUT TYP. CARPORT STEEL STRUCTURE WILL BE GALVANIZED STEEL. REFER TO SHEET S1 OF THE NUCOR CARPORT STRUCTURAL PLANS FOR FURTHER MATERIAL SPECIFICATIONS. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP ELECTRICAL NOTES ELECTRICAL SPECIFICATIONS 1.SCOPE OF WORK 1.1. THE PROJECT IS A NEW PHOTOVOLTAIC SYSTEM CONSISTING OF SOLAR ARRAY(S) AND ASSOCIATED POWER CONDITIONING EQUIPMENT. 1.2. ALL CONSTRUCTION SHALL COMPLY WITH THE ADOPTED EDITION OF THE CALIFORNIA BUILDING CODE (CBC) AND CALIFORNIA ELECTRICAL CODE (2019 CEC) AS SPECIFIED IN THE PROJECT SPECIFIC NOTES. IT SHALL ALSO COMPLY WITH ALL APPLICABLE CITY, COUNTY, STATE AND LOCAL ELECTRICAL UTILITY CODES, RULES, AND REGULATIONS. 1.3. THE SYSTEM WILL BE INTERCONNECTED TO THE ELECTRICAL UTILITY GRID IN ACCORDANCE WITH THE REQUIREMENTS OF THE ADOPTED CEC AND THE ELECTRICAL UTILITY COMPANY. 1.4. THE CONTRACTOR SHALL PROVIDE LABOR FOR CONSTRUCTION OF THE ARRAY AND INSTALLATION OF ALL ELECTRICAL EQUIPMENT. THE CONTRACTOR WILL PROVIDE COMPETENT SUPERVISION FOR THE WORK TO BE ACCOMPLISHED. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR APPROVAL BY OWNER AS REQUIRED. 1.5. THERE WILL BE NO SUBSTITUTION FOR ANY EQUIPMENT WITH A VENDOR PART NUMBER ON THE DRAWINGS WITHOUT WRITTEN APPROVAL OF MOTIVE ENERGY ENGINEERING. COMMON ITEMS SUCH AS CONDUIT, WIRE, FITTINGS, ETC. ARE NOT SPECIFIED BY VENDOR BUT THE SIZES CANNOT BE REDUCED. 1.6. THE CONSTRUCTION CONTRACTOR AND HIS SUBCONTRACTORS AGREE THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR AND HIS SUBCONTRACTORS WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR SAFETY OF ALL PERSONS AND PROPERTY, AND THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND IS NOT LIMITED TO NORMAL WORKING HOURS. 1.7. CONSTRUCTION CONTRACTOR AND HIS SUBCONTRACTORS FURTHER AGREE TO DEFEND, INDEMNIFY AND HOLD HARMLESS THE DESIGN PROFESSIONAL FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT LIABILITY ARISING FROM THE SOL NEGLIGENCE OF DESIGN PERSONNEL. 1.8. THE CONTRACTOR AND HIS SUBCONTRACTORS WILL BE REQUIRED TO REPAIR ANY DAMAGE DONE TO BUILDINGS, GROUNDS OR UTILITIES AT NO ADDITIONAL COST TO THE CUSTOMER. DEFECTIVE MATERIALS OR WORKMANSHIP WILL NOT SHALL BE CONDUCTED BOTH DURING THE EXECUTION OF AND AT THE CONCLUSION OF THE PROJECT. 2.GENERAL 2.1. THE ACTUAL SYSTEM EQUIPMENT SPECIFICATIONS FOR THE PHOTOVOLTAIC SYSTEM ARE INCLUDED IN THE PV SYSTEM SPECIFICATIONS TABLE ON THE TITLE PAGE AND THROUGHOUT THE DRAWINGS AS NECESSARY FOR CLARITY. IN ADDITION, THE ACTUAL VENDOR SPECIFICATION DATA SHEETS WILL BE INCLUDED AS PART OF THE PERMIT SUBMITTAL. 2.2. ONLY NEW MATERIALS FREE OF DEFECTS WILL BE INSTALLED AS PART OF THE PROJECT. ALL NEW INSTALLED EQUIPMENT SHALL HAVE PERMANENT PLASTIC OR METAL ENGRAVED IDENTIFICATION TAGS INSTALLED. 2.3. ALL CUTTING AND PATCHING REQUIRED FOR INSTALLATION OF NEW RACEWAYS AND EQUIPMENT SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR. ALL WORK SHALL BE PERFORMED BY TRADESMAN EXPERIENCED IN THE WORK REQUIRED. ALL FINISHES SHALL MATCH THE EXISTING ADJACENT FINISHES. OPENINGS IN FIRE RATED WALLS WILL BE PATCHED IN A MANNER MAINTAINING THE ORIGINAL FIRE AND SMOKE RATINGS. 2.4. DRAWINGS ARE DIAGRAMMATIC IN NATURE AND CANNOT SHOW EVERY CONNECTION, JUNCTION BOX, WIRE, CONDUIT, ETC. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A COMPLETE AND FUNCTIONAL ELECTRICAL SYSTEM. 2.5. CONTRACTOR WILL COORDINATE ALL POWER OUTAGES WITH THE OWNER'S REPRESENTATIVE IN ADVANCE. 2.6. PANEL DESIGNATIONS SHOWN ON THESE DRAWINGS ARE GIVEN FOR CLARIFICATION OF CIRCUITING ONLY AND MAY NOT CORRESPOND TO THE DESIGNATIONS FOUND IN THE FIELD. 3.CONDUIT AND WIRE 3.1. ALL CONDUCTORS SHALL BE INSTALLED IN CONDUIT, UNLESS NOTED OTHERWISE ON PLANS. EXCEPTION: PV SOURCE CIRCUIT CONDUCTORS MADE OF TYPE USE-2 OR PV WIRE TYPE CABLES MAY BE INSTALLED IN FREE AIR BENEATH THE PV ARRAY. 3.2. ALL CONDUCTOR SHALL BE COPPER OR ALUMINUM AS SPECIFIED ON THE DRAWINGS, WITH 90°C RATED INSULATION, UNLESS NOTED OTHERWISE. 3.3. ALL SERVICE, FEEDER AND BRANCH CONDUCTORS SHALL BE IDENTIFIED TO MATCH THE EXISTING BUILDING OR STRUCTURE IDENTIFICATION SCHEME PER CEC 200.6, 210.5 AND 215.12. WHERE MORE THAN ONE NOMINAL VOLTAGE SYSTEM EXISTS IN A BUILDING OR STRUCTURE, EACH UNGROUNDED CONDUCTOR SHALL BE IDENTIFIED BY PHASE AND SYSTEM. THE IDENTIFICATION SCHEME SHALL BE PERMANENTLY POSTED AT EACH PANEL BOARD OR SWITCHBOARD. IF THE BUILDING OR STRUCTURE DOES NOT HAVE AN EXISTING SCHEME, USE THE FOLLOWING. 208/120 VOLT PHASE 480/277 VOLT BLACK A BROWN RED B ORANGE BLUE C YELLOW WHITE NEUTRAL GRAY GREEN GROUND GREEN 3.4. THE IDENTIFICATION SCHEME SHALL BE PERMANENTLY POSTED AT EACH PIECE OF DC EQUIPMENT PER 690.31(B)(1). DC PHASE BLACK NEGATIVE RED POSITIVE 3.5. ALL CONDUCTORS SHALL BE IDENTIFIED AT ALL TERMINATIONS, JUNCTION BOXES AND PULL BOXES. 3.6. AC SYSTEM CONDUCTORS SIZED #6 AWG AND BELOW SHALL BE COLOR CODED WITH COLORED INSULATION. CONDUCTORS SIZED #4 AWG AND LARGER SHALL BE COLOR CODED OR IDENTIFIED WITH COLORED TAPE. 3.7. ALL DC SYSTEM CONDUCTOR SIZES SHALL BE IDENTIFIED WITH COLORED INSULATION, TAPE, TAGGING ORE OTHER APPROVED MEANS PER CEC ART. 690.31(B). 3.8. WHERE INSTALLED IN RACEWAY, ALL AC CIRCUIT CONDUCTORS #8 AWG AND LARGER SHALL BE STRANDED. ALL AC CIRCUIT CONDUCTORS #12 AWG AND SMALL SHALL BE SOLID. 3.9. WHERE WIRING AND CONDUIT SIZES ARE INDICATED FOR HOMERUNS, THESE SIZES APPLY TO THE ENTIRE LENGTH FROM THE PROTECTIVE DEVICE IN THE PANEL TO THE EQUIPMENT OR LAST WIRING DEVICE. 3.10. ALL EXISTING CONDUIT RUNS SHOWN ON PLANS ARE BASED ON EXISTING AS-BUILTS AND LIMITED SITE OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDUIT SIZES, QUANTITIES, AND LOCATIONS PRIOR TO COMMENCEMENT OF WORK. 3.11. INDOOR EMT FITTINGS MAY BE COMPRESSION TYPE OR STEEL SET SCREW TYPE. OUTDOOR EMT FITTINGS MUST BE COMPRESSION RAINTIGHT TYPE. 3.12. ALL CONDUIT PENETRATIONS THROUGH ROOFS, FLOORS OR WALLS SHALL BE MADE WATER TIGHT BY PROPER FLASHING, CAULKING OR SEALING. 3.13. WHERE PORTIONS OF A RACEWAY ARE PASSING FROM INTERIOR TO THE EXTERIOR OF A BUILDING OR UNDER GROUND TO ABOVEGROUND, THE RACEWAY SHALL BE FILLED WITH A LISTED PRODUCT THAT IS INTENDED FOR THE APPLICATION NEAR THE TRANSITION TO PREVENT THE CIRCULATION OF AIR, MOISTURE, AND WATER PER CEC 300.7. 3.14. OPENINGS AROUND ELECTRICAL PENETRATIONS INTO OR THROUGH FIRE-RESISTANT-RATED WALLS, PARTITIONS, FLOORS OR CEILINGS SHALL BE FIRE STOPPED USING APPROVED METHODS TO MAINTAIN THE FIRE RESISTANCE RATING PER CEC 300.21. 3.15. ALL FIXTURES AND DEVICES SHALL BE PROVIDED WITH SUITABLE METAL OUTLET BOXES, CONFORMING TO CEC ARTICLE 314. BOXES SHALL BE SUPPORTED RIGIDLY FROM THE STRUCTURE. 3.16. ALL ABOVEGROUND CONDUITS LONGER THAN 3 FEET SHALL BE EMT, IMC, OR RMC. EMT SHALL ONLY BE ALLOWED WHERE CONDUIT IS NOT SUBJECT TO PHYSICAL DAMAGE. 3.17. ALL CONDUITS INSTALLED IN UNDERGROUND TRENCHES SHALL BE SCHEDULE 40 PVC OR SCHEDULE 80 PVC. SCHEDULE 40 PVC SHALL NOT BE INSTALLED ABOVE GRADE. THE TRANSITION FROM PVC CONDUIT TO METALLIC CONDUIT SHALL OCCUR AT OR BELOW GRADE LEVEL. ALL METALLIC CONDUIT AND FITTINGS INSTALLED BELOW GRADE SHALL BE WRAPPED WITH LISTED, 20 MILL THICK 2" WIDE TAPE. WRAP TAPE WITH 1" OVERLAP. 3.18. HORIZONTAL DIRECTIONAL DRILLING (A.K.A. BORING) MAY BE EMPLOYED WHERE INSTALLING CONDUITS IN A TRENCH IS NOT PRACTICAL. CONTRACTOR SHALL USE HIGH DENSITY POLYETHYLENE (HDPE) CONDUIT AND MAINTAIN THE SAME MINIMUM CONDUIT DEPTH DESCRIBED IN TRENCH DETAILS. 3.19. THE CONDUIT ROUTES SHOWN ON THE PLANS ARE APPROXIMATE. THE CONTRACTOR SHALL DETERMINE THE BEST CONDUIT ROUTES BASED ON THE SITE CONDITIONS. THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER IF THE CONTRACTOR'S PREFERRED CONDUIT ROUTES ARE OTHER THAN WHAT ARE INDICATED ON THE DRAWINGS. 3.20. PER CEC ART.300.7(B) WHERE CONDUITS ARE LOCATED ON ROOFTOPS OR EXPOSED TO DIRECT SUNLIGHT, EXPANSION FITTINGS MAY BE REQUIRED TO ALLOW FOR THERMAL EXPANSION. PROVIDE (1) EXPANSION FITTING ON EVERY STRAIGHT SECTION OF EXPOSED STEEL CONDUIT (EMT, IMC, RMC) THAT TERMINATES AT SECURELY MOUNTED FIXTURES AND EXCEEDS 35 FEET IN LENGTH. INSTALL EXPANSION FITTING PER MANUFACTURER'S INSTALLATION INSTRUCTIONS. 3.21. USE LFMC CONDUIT AT POINTS ON THE STRUCTURE SUCH AS SEISMIC SEPARATIONS WHERE FLEXIBILITY IS REQUIRED. LFMC SHALL BE SUPPORTED AND SECURELY FASTENED IN INTERVALS NOT EXCEEDING 4-1/2 FEET AS REQUIRED BY CEC ART. 350.30. 4. GROUNDING 4.1. THE GROUNDING SYSTEM SHALL MEET THE REQUIREMENTS OF THE CEC AND THE LOCAL ADOPTED CODE. ALL ELECTRICAL EQUIPMENT AND RACEWAYS SHALL BE PROPERLY GROUNDED. 4.2. AN INSULATED EQUIPMENT GROUNDING CONDUCTOR, IN ACCORDANCE WITH CEC 250.122 AND 690.47, SHALL BE PROVIDED IN ALL CONDUITS WITH CURRENT CARRYING CONDUCTORS. ALL LUGS AND CONNECTORS SHALL BE RATED FOR THE CONDUCTOR MATERIAL AND THE CONDITIONS OF USE. 4.3. THE GROUNDING RESISTIVITY WILL BE TESTED AFTER INSTALLATION TO CONFIRM 5 OHM OR LESS RESISTANCE FROM RACKING TO GROUND. IF GROUND RESISTANCE IS GREATER THAN 5 OHMS, ADDITIONAL GROUNDING WILL BE INSTALLED UNTIL RESISTANCE IS LESS THAN 5 OHMS. 5. EQUIPMENT 5.1. ALL ELECTRICAL COMPONENTS INSTALLED OUTDOORS, EXPOSED TO THE WEATHER OR IN DAMP LOCATIONS SHALL BE RATED FOR NEMA 3R OR GREATER. INSTALLATION OF THESE COMPONENTS MUST COMPLY WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 5.2. ALL RACEWAYS, CABINETS, BOXES, FIXTURES SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE IN AN APPROVED MANNER. 5.3. AT THE COMPLETION OF THE PROJECT, NEATLY TYPED ACCURATE PANELBOARD DIRECTORIES INDICATING ALL BRANCH CIRCUITS AND SPARES WILL BE PROVIDED. ALL SPARES SHALL BE LEFT IN THE OFF POSITION. 5.4. ALL SAFETY SWITCHES SHALL BE HEAVY DUTY TYPE WITH COVER INTERLOCK AND HANDLE LOCK OFF PROVISIONS. SWITCHES SHALL BE MANUFACTURED BY A COMPANY CONSISTENT WITH OTHER INSTALLED EQUIPMENT WHENEVER POSSIBLE. PART NUMBERS, RATING AND FUSING SHALL BE AS SHOWN ON THE DRAWINGS. 5.5. CONTRACTOR SHALL ENSURE ALL CEC AND MAINTENANCE CLEARANCE REQUIREMENTS ARE MET FOR NEW EQUIPMENT AND MAINTAINED FOR EXISTING EQUIPMENT. 5.6. CONTRACTOR SHALL FIELD VERIFY EQUIPMENT CLEARANCES AND PLACEMENTS WHILE COORDINATING LOCATIONS WITH OTHER TRADES, CONSTRUCTION MANAGERS, AND SITE SUPERVISORS PRIOR TO PURCHASING AND INSTALLING THE EQUIPMENT. 5.7. EVERY STRUCTURE AND PORTION THEREOF, INCLUDING NONSTRUCTURAL COMPONENTS THAT ARE PERMANENTLY ATTACHED TO STRUCTURES AND THEIR SUPPORTS AND ATTACHMENTS, SHALL BE DESIGNED AND CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE MOTIONS IN ACCORDANCE WITH ASCE 7, EXCLUDING CHAPTER 14 AND APPENDIX 11A. THE SEISMIC DESIGN CATEGORY FOR A STRUCTURE IS PERMITTED TO BE DETERMINED IN ACCORDANCE WITH SECTION 1613 OR ASCE 7. 5.8. ALL CONNECTORS USED BETWEEN MODULES AND COMBINER BOXES SHALL BE THE SAME MANUFACTURER AND OF THE SAME MODEL SERIES. THERE SHALL BE NO MIXING MANUFACTURERS OR MODELS FOR ANY CONNECTION POINTS. 6. WIRING DEVICES 6.1. RECEPTACLES SHALL BE AS DESIGNATED ON THE DRAWINGS AND SHOULD BE A BRAND CONSISTENT WITH OTHERS IN THE VICINITY WHENEVER POSSIBLE. 6.2. ALL WIRING DEVICES SHALL BE PROVIDED WITH APPROPRIATE COVER PLATES. ANY EMPTY BOXES WILL HAVE BLANK COVER PLATES. COVER PLATES SHALL BE LEXAN, PLASTIC OR STAINLESS STEEL IN FINISHED AREA. GALVANIZED COVER PLATES MAY BE USED IN EQUIPMENT ROOMS. ELECTRICAL ABBREVIATIONS, SYMBOLS, AND LINE TYPE LEGEND ABBREVIATIONS DRAWINGS AC - ALTERNATING CURRENT AF - AMP FUSE/AMP FRAME (RATING) AFF - ABOVE FINISHED FLO AIC - AMPERE INTERRUPTING CAPACITY AL - ALUMINUM AS - AMP SWITCH (RATING) AT - AMP TRIP (RATING) ATS - AUTOMATIC TRANSFER SWITCH AWG - AMERICAN WIRE GAUGE BESS - BATTERY ENERGY STORAGE SYSTEM CB - COMBINER BOX CT - CURRENT TRANSFORMER CU - COPPER DAS - DATA ACQUISITION SYSTEM DC - DIRECT CURRENT DIA - DIAMETER E - ELECTRICAL (E) - EXISTING EGC - EQUIPMENT GROUNDING CONDUCTOR EMS - ENERGY MANAGEMENT SYSTEM EMT - ELECTRICAL METALLIC TUBING EO - ELECTRICALLY OPERATED ESS - ENERGY STORAGE SYSTEM FO - FIBER OPTIC G - GROUND GEC - GROUNDING ELECTRODE CONDUCTOR GFP - GROUND FAULT PROTECTION GND - GROUND GFCI - GROUND-FAULT CIRCUIT INTERRUPTER GFDI - GROUND-FAULT DETECTION AND INTERRUPTION HVAC - HEATING, VENTILATION & AIR CONDITIONING IMC - INTERMEDIATE METAL CONDUIT IMP - CURRENT AT MAXIMUM POWER ISC - CURRENT AT SHORT CIRCUIT KAIC - KILO-AMPERE INTERRUPTING CAPACITY KCMIL - KILO (THOUSAND) CIRCUILAR MILS LFMC - LIQUIDTIGHT FLEXIBLE METAL CONDUIT LV - LOW VOLTAGE (0-2000V) MO - MOTOR OPERATED MTS - MANUAL TRANSFER SWITCH MV - MEDIUM VOLTAGE (>2000V) N - NEUTRAL (N) - NEW NC - NORMALLY CLOSED NEM - NET ENERGY METER NFPA - NATIONAL FIRE PROTECTION ASSOCIATION NGOM - NET GENERATION OUTPUT METER NO - NORMALLY OPEN N/S - NORTH-SOUTH P - POLE PLC - PROGRAMMABLE LOGIC CONTROLLER PT - POTENTIAL TRANSFORMER PTC - PV USA TEST CONDITIONS (RATING) PV - PHOTOVOLTAIC PVC - POLYVINYL CHLORIDE (CONDUIT) RMC - RIGID METAL CONDUIT S - STRUCTURAL SCCR - SHORT-CIRCUIT CURRENT RATING SCH - SCHEDULE SS - STAINLESS STEEL ST - SHUNT TRIP STC - FACTORY STANDARD TEST CONDITIONS (RATING) TYP - TYPICAL VMP - VOLTAGE AT MAXIMUM POWER VOC - VOLTAGE AT OPEN CURRENT XFMR - TRANSFORMER + - POSITIVE - - NEGATIVE ɸ - PHASE UNITS OF MEASUREMENT A - AMPERE C - CELSIUS FT - FEET HZ - HERTZ IN - INCH MW - MEGAWATT KV - KILOVOLT KVA - KILOVOLT-AMPERE KW - KILOWATT KWH - KILOWATT HOUR V - VOLTS VAC - VOLTS IN AC VDC - VOLTS IN DC W - WATT / WIRE PLAN LINES GENERAL SYMBOLS # DETAIL REFERENCING SHEET NUMBERING KETNOTE G G GG G G G - J M REVISION SECTION LABELS & WARNINGS REFERENCING NUMBER DC CONDITIONER/OPTIMIZER SURGE ARRESTOR FUSED SWITCH OR CUTOUT MEDIUM VOLTAGE FUSE CABLE LIMITER ARRESTER BIRD DETERRENT CIRCUIT BREAKER CIRCUIT BREAKER DRAW-OUT STYLE CURRENT TRANSFORMER FUSE FUSED SWITCH GROUND GROUND TERMINAL/LUG GROUND BUS GROUND BUS BAR GROUND BUS BAR JUNCTION BOX POLE-MOUNTED LUMINAIRE / LIGHT FIXTURE UNDER CANOPY LUMINAIRE / LIGHT FIXTURE POST TOP LUMINAIRE / LIGHT FIXTURE WALL PACK LUMINAIRE / LIGHT FIXTURE METER NEGATIVE TERMINAL/LUG NEGATIVE BUS _ NEGATIVE BUS BAR N N NEUTRAL TERMINAL/LUG NEUTRAL BUS _ _ _ _ NEUTRAL BUS BAR NN N N N NC NORMALLY CLOSED CONTACT NO NORMALLY OPEN CONTACT DUPLEX RECEPTACLE, NEMA 5-20R POSITIVE TERMINAL/LUG POSITIVE BUS NEUTRAL BUS BAR POTENTIAL TRANSFORMER G _+PV MODULE SWITCH TAP TRANSFORMER LOW SIDE TRANSFORMER NEUTRAL CONNECTIONXO HIGH SIDE TRANSFORMER NEUTRAL CONNECTIONHO SWITCH G GENERATOR BATTERY WIRELESS COMMUNICATION/ANTENNA DELTA TRANSFORMER WINDING WYE GROUNDED TRANSFORMER WINDING WEATHER STATION FENCE LINE CONDUIT RUN ABOVE GROUND LINE CONDUIT RUN BELOW GRADE LINE PROPERTY LINE OFFSET LINE SITE & MODULE LINE SUBARRAY LINE PV SOURCE CIRCUIT LINE EXISTING OR "OUT-OF-SCOPE" EQUIPMENT BUS LINE ENCLOSURE/GROUPING LINE EXISTING CONDUCTOR/WIRE LINE EXISTING ENCLOSURE/GROUPING LINE GROUNDING WIRE LINE CONDUCTOR/WIRING LINE ELECTRICAL LINES 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-4.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP SPEC SHEET #1 N.T.S 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-4.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP SPEC SHEET #2 N.T.S 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-4.3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 0 a m SPEC SHEET #3 N.T.S J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-5.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP ELECTRICAL CALCULATIONS SHEET #1 N.T.S. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-5.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP ELECTRICAL CALCULATIONS SHEET #2 N.T.S. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-5.3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 0 a m TITLE 24 REPORT N.T.S. J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 2.7 6.3 2.8 1.7 4.7 5.0 1.8 2.7 6.3 3.0 1.6 4.2 5.6 1.9 2.0 5.8 3.9 1.4 3.0 6.2 2.4 2.6 5.8 2.7 1.7 4.4 4.6 1.8 2.6 5.9 2.9 1.5 4.0 5.1 1.9 2.0 5.4 3.6 1.4 2.9 5.8 2.3 12' 6. 2 2. 4 2. 3 2. 4 5. 6 6. 2 2. 6 2. 9 1. 3 1. 3 3. 1 3. 4 5. 5 6. 0 2. 2 2. 4 1. 3 1. 4 3. 8 4. 3 4. 7 5. 3 1. 4 1. 5 2. 3 2. 3 5. 7 6. 0 2. 6 2. 7 1. 2 1. 3 3. 2 3. 4 5. 6 5. 8 2. 2 2. 3 1. 3 1. 4 4. 0 4. 3 4. 8 5. 1 1. 6 1. 6 H +1 1 . 2 0 +1 7 . 6 5 2. 4 2. 5 5. 7 6. 3 2. 6 2. 8 1. 2 1. 3 3. 2 3. 5 5. 5 5. 9 2. 1 2. 3 1. 3 1. 4 3. 9 4. 4 4. 6 5. 2 1. 4 1. 4 3. 8 4. 2 4. 9 5. 4 1. 7 1. 8 1. 6 1. 7 4. 7 5. 5 4. 1 4. 5 1. 4 1. 5 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-6.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 1 a m PHOTOMETRIC CALCULATIONS GENERAL NOTES 1.THE LIGHT LOSS FACTOR (LLF) IS A PRODUCT OF MANY VARIABLES, ONLY LAMP LUMEN DEPRECIATION (LLD) HAS BEEN APPLIED TO THE CALCULATED RESULTS UNLESS OTHERWISE NOTED. THE LLD IS THE RESULT (QUOTIENT) OF MEAN LUMENS / INITIAL LUMENS PER LAMP MANUFACTURERS' SPECIFICATIONS. 2.ILLUMINATION VALUES SHOWN (IN FOOTCANDLES) ARE THE PREDICTED RESULTS ON THE HORIZONTAL PLANE AT GROUND LEVEL. 3.THE CALCULATED RESULTS OF THIS LIGHTING SIMULATION REPRESENT AN ANTICIPATED PREDICTION OF SYSTEM PERFORMANCE. ACTUAL MEASURED RESULTS MAY VERY FROM THE ANTICIPATED PERFORMANCE AND ARE SUBJECT TO MEANS AND METHODS WHICH ARE BEYOND THE CONTROL OF MOTIVE ENERGY. 4.PHOTOMETRIC MODEL ELEMENTS SUCH AS BUILDINGS, ROOMS, PLANTS, FURNISHINGS OR ANY ARCHITECTURAL DETAILS WHICH IMPACT THE DISPERSION OF LIGHT MUST BE DETAILED BY THE CUSTOMER DOCUMENTS FOR INCLUSION IN THE MOTIVE ENERGY DESIGN MODEL. MOTIVE ENERGY IS NOT RESPONSIBLE FOR ANY INACCURACIES CAUSED BY INCOMPLETE INFORMATION ON THE PART OF THE CUSTOMER, AND RESERVES THE RIGHT TO USE BEST JUDGEMENT WHEN TRANSLATING CUSTOMER REQUESTS INTO PHOTOMETRIC STUDIES. N E S W 45° 135°225° 315° SCALE: 1" = 10'-0" J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 NORTHERN CARPORT #11 SCALE: 1" = 10'-0" N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° SOUTH/EAST CARPORT #2 & #32 SCALE: 1" = 10'-0" SOUTH/EAST CARPORT #4 & #53 SCALE: 1" = 10'-0" LEGEND NEW FIXTURE TO BE INSTALLED UNDERNEATH SOLAR CANOPY Luminaire Schedule Symbol Qty Label Arrangement Description Tag LLF Luminaire Lumens Luminaire Watts Total Watts 17 zCSP-28-CS-U-BZ_39900_3000K-C Single LIGHT FIXTURE LED SURFACE MOUNT UNDER CARPORT A 1.000 3914 30.6891 521.715 Calculation Summary Label CalcType Avg Max Min CARPORT # 1 Illuminance 3.47 6.3 1.4 CARPORT # 2 Illuminance 3.22 6.2 1.3 CARPORT # 3 Illuminance 3.21 6.0 1.2 CARPORT # 4 Illuminance 3.22 6.3 1.2 CARPORT # 5 Illuminance 3.34 5.5 1.4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 EV CHARGING ONLY EV CHARGING ONLY EV CHARGING ONLY 12' CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-6.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 1 a m LIGHTING PLAN GENERAL NOTES 1.ALL EQUIPMENT TO BE LISTED. 2.ALL EQUIPMENT WIRING AND GROUNDING SHALL CONFORM TO THE MANUFACTURER'S RECOMMENDED PRACTICES. REFER TO THE INSTALLATION AND USER MANUALS FOR GUIDANCE. 3.EXPOSED NON-CURRENT CARRYING METAL PARTS, EQUIPMENT, AND ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH CEC 250.134 AND 250.136. 4.INSTALLATION SHALL COMPLY WITH THE 2019 CEC. 5.ALL EXPOSED RACEWAY OPENINGS SHALL BE SEALED USING SUITABLE METHOD TO PREVENT ENTRY OF INSECTS. 6.MOTIVE ENERGY NOT RESPONSIBLE FOR ENGINEERING ON EXISTING CIRCUITS. 7.BONDING SHALL BE PROVIDED WHERE NECESSARY TO ENSURE ELECTRICAL CONTINUITY AND THE CAPACITY TO CONDUCT SAFELY ANY FAULT CURRENT LIKELY TO BE IMPOSED IN ACCORDANCE WITH CEC 250. 8.SYSTEM INCLUDING CONDUIT AND CONDUCTORS SHALL BE INSTALLED IN A NEAT AND WORKMANLIKE MANNER IN ACCORDANCE WITH CEC 110.12 ALL ELECTRICAL EQUIPMENT, EXPOSED RACEWAYS, CONDUCTORS AND CONNECTIONS SHALL BE MECHANICALLY SECURED VIA HARDWARE RATED FOR OUTDOOR AND UV LIGHT EXPOSURE AND WITH A DESIGN LIFE GREATER THAN THE ANTICIPATED LIFE EXPECTANCY OF THE SYSTEM. 9.CONTRACTOR TO CONFIRM DESIGN IN THE FIELD PRIOR TO START OF WORK. NOTIFY MOTIVE ENERGY IF ANY DISCREPANCIES EXIST BETWEEN PLANS AND ACTUAL FIELD CONDITIONS. 10.THE OUTDOOR LIGHTING WILL BE INSTALLED WITH AUTOMATIC LIGHTING CONTROLS IN ACCORDANCE WITH CA TITLE 24 PART 6, SECTIONS 130.2 11.ALL EXISTING EMERGENCY LIGHTING SHALL REMAIN INTACT. KEYNOTES 1.PROVIDE AND INSTALL NEW LUMINAIRE ON THE UNDERSIDE OF THE SOLAR CANOPY. SEE LUMINAIRE SCHEDULE FOR PART NUMBER AND DESCRIPTION. 2.ALL NEW LUMINAIRES SHALL BE CONNECTED TO EXISTING 120VAC PARKING LOT LIGHTING CIRCUIT. CIRCUIT IS CONTROLLED BY EXISTING MECHANICAL TIME CLOCK. CONTRACTOR SHALL FIELD VERIFY CIRCUIT SOURCE (PANEL NAME AND CIRCUIT NUMBER) AND PROVIDE THIS INFORMATION TO MOTIVE ENERGY SO IT CAN BE INCORPORATED INTO RECORD DRAWINGS AT PROJECT CLOSE-OUT. 3.EXTEND EXISTING LIGHTIN CIRCUIT AND CONDUIT TO NEW FIXTURES AS INDICATED. EACH EXTENSION SHALL BE MADE OF THE FOLLOWING: 0.75" EMT CONDUIT (1) #10 THWN-2 CU CONDUCTOR (1) #10 THWN-2 CU CONDUCTOR (1) #10 THWN-2 CU CONDUCTOR 4.EXISTING LIGHT POLE TO BE REMOVED . 5.PROVIDE PHOTOCELL AT CANOPY UPSTREAM OF NEW CANOPY LUMINAIRES TO ENSURE TITLE 24 COMPLIANCE. PHOTOCELL SHALL PREVENT LIGHTS FROM TURNING ON WHEN ADEQUATE DAYLIGHT IS AVAILABLE. # LEGEND NEW FIXTURE TO BE INSTALLED UNDERNEATH SOLAR CANOPY EXISTING FIXTURE TO BE REMOVED EXISTING FIXTURE TO REMAIN J AS INDICATED J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° N E S W 45 ° 13 5 ° 22 5 ° 31 5 ° 2 SCALE: 1" = 10'-0" 3 SCALE: 1" = 10'-0" SOUTH/EAST CARPORT #2 & #3 SOUTH/EAST CARPORT #4 & #5 NORTHERN CARPORT #11 SCALE: 1" = 10'-0" JUNCTION-BOX J J J 15 2 3 TYP. 4 TYP. Luminaire Schedule Symbol Qty Label Arrangement Description Tag LLF Luminaire Lumens Luminaire Watts Total Watts 17 zCSP-28-CS-U-BZ_39900_3000K-C Single LIGHT FIXTURE LED SURFACE MOUNT UNDER CARPORT A 1.000 3914 30.6891 521.715 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4' F I R E L A N E H CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-7.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CON T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 7 p m STRING LAYOUT FOR ROOF MOUNT OPTIMIZER STRING LAYOUT FOR ALL SOLAR PV ROOF MOUNTS N E S W 45° 135°225° 315° GENERAL NOTES 1. (2)MODULES PER PV OPTIMIZER CIRCUIT. 2. SEE SECTION 3 OF SPECIFICATIONS ON E-000 FOR CONDUIT TYPES AND USES, AS WELL AS WHEN EXPANSION JOINTS ARE REQUIRED. 3. ALL EQUIPMENT REQUIRES ATTACHMENT DETAILS PER MANUFACTURER'S INSTRUCTIONS; EQUIPMENT THAT IS 400 LBS OR MORE REQUIRE STRUCTURAL CALCULATIONS OF THE ATTACHMENTS. 4. WORKING CLEARANCES FOR ALL NEW ELECTRICAL EQUIPMENT SHALL BE PER CEC ART. 110.26(A) AND 110.34(A). CONTRACTOR SHALL MAINTAIN WORKING AND MAINTENANCE CLEARANCES FOR EXISTING EQUIPMENT. 5. SWITCHES FOR CIRCUIT BREAKERS USED AS SWITCHES SHALL BE INSTALLED SUCH THAT THE CENTER OF THE GRIP OF THE OPERATING HANDLE, WHEN IN ITS HIGHEST POSITION, IS NOT MORE THAN 6 FEET 7 INCHES ABOVE THE FLOOR OR WORKING PLATFORM PER CEC ART. 404.8(A). 6. CONTRACTOR TO CONSULT INSTALLATION MANUALS OF NEW EQUIPMENT FOR PROPER MOUNTING METHODS AND CLEARANCES. 7. EXACT CONDUIT ROUTE TBD BY CONTRACTOR. 8. CONDUITS AND FITTINGS VISIBLE TO THE PUBLIC SHALL BE PAINTED TO MATCH THE EXISTING BUILDING IF REQUIRED BY THE JURISDICTION OR OWNER. 9. ALL CONDUITS ROUTED ON ROOFTOPS SHALL BE INSTALLED A MINIMUM DISTANCE OF 7/8" ABOVE THE ROOF TO THE BOTTOM OF THE CONDUIT TO MAINTAIN THE ACCURACY OF THE ELECTRICAL CALCULATIONS PER CEC ART. 310.15(B)(3)(C). LOCATE ATTACHMENT POINTS NOT MORE THAN 10' ON CENTER AND MAXIMUM 3' FROM PULL POINT OR WALL PENETRATION. STRING SUMMARY BUILDING STRING NAME MODULES PER STRING OPTIMIZERS PER STRING INVERTER NUMBER E 9-1 27 14 9 E 9-2 27 14 9 E 9-3 27 14 9 E 9-4 27 14 9 SOUTH E 9-5 27 14 9 SOUTH E 9-6 29 15 9 SOUTH E 10-1 32 16 10 SOUTH E 10-2 32 16 10 SOUTH E 10-3 32 16 10 A 11-1 27 14 11 A 11-2 27 14 11 B 11-3 20 20 11 B 11-4 20 20 11 F 8-1 27 14 8 F 8-2 27 14 8 F 8-3 27 14 8 F 8-4 27 14 8 F 8-5 27 14 8 F 8-6 27 14 8 C 7-1 27 14 7 C 7-2 27 14 7 C 7-3 27 14 7 N.T.S. J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° INV8-1 BUILDING A BUILDING B (N) ROOF MOUNT ARRAY #4 (N) ROOF MOUNT ARRAY #3 (N) ROOF MOUNT ARRAY #2 BUILDING F BUILDING E (N) ROOF MOUNT ARRAY #5 (N) ROOF MOUNT ARRAY #1 N E S W 45° 135°225° 315° N E S W 45° 135°225° 315° INV8-2 INV8-3 INV8-4 INV8-5 INV8-6 INV9-1 INV9-2 INV9-3 INV9-4 INV9-5 INV9-6 INV10-5 INV10-4 IN V 7 - 3 IN V 7 - 2 IN V 7 - 1 (N) ROOF MOUNT ARRAY #6 INV10-1 INV10-3 INV10-2 INV10-6 INV10-7 BUILDING C 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-7.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP STRING LAYOUT FOR CARPORTS OPTIMIZER STRING LAYOUT FOR ALL SOLAR PV CARPORTS N.T.S. J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 GENERAL NOTES 1. (2)MODULES PER PV OPTIMIZER CIRCUIT. 2. SEE SECTION 3 OF SPECIFICATIONS ON E-000 FOR CONDUIT TYPES AND USES, AS WELL AS WHEN EXPANSION JOINTS ARE REQUIRED. 3. ALL EQUIPMENT REQUIRES ATTACHMENT DETAILS PER MANUFACTURER'S INSTRUCTIONS; EQUIPMENT THAT IS 400 LBS OR MORE REQUIRE STRUCTURAL CALCULATIONS OF THE ATTACHMENTS. 4. WORKING CLEARANCES FOR ALL NEW ELECTRICAL EQUIPMENT SHALL BE PER CEC ART. 110.26(A) AND 110.34(A). CONTRACTOR SHALL MAINTAIN WORKING AND MAINTENANCE CLEARANCES FOR EXISTING EQUIPMENT. 5. SWITCHES FOR CIRCUIT BREAKERS USED AS SWITCHES SHALL BE INSTALLED SUCH THAT THE CENTER OF THE GRIP OF THE OPERATING HANDLE, WHEN IN ITS HIGHEST POSITION, IS NOT MORE THAN 6 FEET 7 INCHES ABOVE THE FLOOR OR WORKING PLATFORM PER CEC ART. 404.8(A). INVERTER INTEGRATED SWITCHES MAY BE INSTALLED HIGHER THAN 6 FEET 7 INCHES PER CEC ART 705.70. 6. WHEN THE INVERTERS ARE NOT MOUNTED IN A READILY ACCESSIBLE LOCATION, THE INSTALLATION OF THE INVERTERS AND PANEL BOARDS SHALL COMPLY WITH CEC ART. 705.70(1) THROUGH (4). 7. CONTRACTOR TO CONSULT INSTALLATION MANUALS OF NEW EQUIPMENT FOR PROPER MOUNTING METHODS AND CLEARANCES. 8. EXACT CONDUIT ROUTE TBD BY CONTRACTOR. 9. CONDUITS AND FITTINGS VISIBLE TO THE PUBLIC SHALL BE PAINTED TO MATCH THE EXISTING BUILDING IF REQUIRED BY THE JURISDICTION OR OWNER. 10. ALL CONDUITS ROUTED ON ROOFTOPS SHALL BE INSTALLED A MINIMUM DISTANCE OF 7/8" ABOVE THE ROOF TO THE BOTTOM OF THE CONDUIT TO MAINTAIN THE ACCURACY OF THE ELECTRICAL CALCULATIONS PER CEC ART. 310.15(B)(3)(C). LOCATE ATTACHMENT POINTS NOT MORE THAN 10' ON CENTER AND MAXIMUM 3' FROM PULL POINT OR WALL PENETRATION. STRING SUMMARY CARPORT # STRING NAME MODULES PER STRING OPTIMIZERS PER STRING INVERTER NUMBER 1 1-1 16 1 1 1-2 16 1 1 1-3 16 1 1 1-4 18 1 1 1-5 18 1 1 2-1 16 2 1 2-2 16 2 1 2-3 16 2 1 2-4 18 2 1 2-5 18 2 2 3-1 18 3 2 3-2 18 3 2 3-3 18 3 2 3-4 18 3 2 3-5 18 3 3 3-6 18 3 3 3-7 18 3 3 4-1 18 4 3 4-2 18 4 3 4-3 18 4 4 5-1 17 5 4 5-2 17 5 4 5-3 16 5 4 5-4 16 5 4 5-5 16 5 4 5-6 16 5 5 6-1 16 6 5 6-2 16 6 5 6-3 17 6 N E S W 45° 135°225° 315° N E S W 45° 135°225° 315° N E S W 45° 135°225° 315° N E S W 45° 135°225° 315° N E S W 45° 135°225° 315°INV3-1 INV1-1 INV1-2 INV1-3 INV1-4 INV2-1 INV2-2 INV2-3 INV2-4 INV2-5 INV3-2 INV3-3 INV3-4 INV3-5 INV4-2 INV4-3 INV5-1 INV5-2 INV5-3 CARPORT #1 CARPORT #2 CARPORT #3 CARPORT #4 CARPORT #5 INV4-1 INV1-5 INV3-6 INV3-7 INV6-2 INV6-3 INV5-5 TO CARPORT #5 INV5-4 INV5-6 INV5-6 INV6-1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4' FI T 3' MIN. CLEARANCE 3' MIN. CLEARANCE 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE 4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LA N E 4' F I R E L A N E 4' FIRE LANE 4' F I R E L A N E 4' FIRE LANE4' FIRE LANE 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE 4' FIRE LA N E 4' FIRE LA N E 4' F I R E L A N E 4' FIRE LANE 4' FIRE LANE T 3' MIN. CLEARANCE 3' MIN. CLEARANCE EK WZ</E' s,Z'/E' KE>z s,Z'/E' KE>z s,Z'/E' KE>z s,Z'/E' KE>z CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-7.3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CON T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 7 p m TRENCHING AND CONDUIT ROUTE N E S W 45° 135°225° 315° GENERAL NOTESKEY NOTES FINISH GRADE SCH. 40 PVC CONDUIT PV FA COUPLING GALVANIZED RIGID METAL CONDUIT WRAPPED AROUND WITH 20 MIL. BLACK ELECTRICAL PLASTIC TAPE. OR PVC SCHEDULE 80 ABOVE FINISHED GRADE. EMT CONDUIT 8' 6" 24" MIN. FINISH GRADE SCH. 40 PVC CONDUIT PV FA COUPLING EMT CONDUIT 18" MIN. GALVANIZED RIGID METAL CONDUIT WRAPPED AROUND WITH 20 MIL. BLACK ELECTRICAL PLASTIC TAPE. OR PVC SCHEDULE 80 ABOVE FINISHED GRADE. 1. THE BOTTOM OF THE TRENCH RECEIVING CONDUIT OR DIRECT-BURIED CABLE SHOULD BE SMOOTH, UNDISTURBED, WELL-TAMPED EARTH WITHOUT EXPOSED ROCKS. WHEN EXCAVATION IS IN ROCK OR ROCKY SOILS, THE CONDUIT OR CABLES SHOULD BE LAID ON A PROTECTIVE LAYER OF WELL-TAMPED BACKFILL. BACKFILL SHOULD BE COMPACTED TO 85% TO 95% UNLESS STATED OTHERWISE IN GEOTECH REPORT. BACKFILL WITHIN 6 INCHES OF CONDUIT OR CABLE SHOULD BE FREE OF MATERIALS THAT MAY DAMAGE THE CONDUIT OR CABLE. MACHINE COMPACTION SHOULD NOT BE USED WITHIN 6 INCHES OF THE CONDUIT OR CABLE. 2. ALL TRENCH SECTIONS SHALL INCLUDE (1) 1.00" PVC CONDUIT FOR RUNNING COMMUNICATIONS CABLE(S) AMONG ALL INVERTER WHEN REQUIRED. 3. ACCEPTABLE CONDUIT TYPES ARE LISTED IN SECTION 3 ON SHEET E-3. 4. CONDUITS TO BE STACKED TWO HIGH MAX. 5. CONTRACTOR TO DETERMINE DESIRED PATH FOR DC CONDUITS. FOR DC CONDUIT SIZES BASED ON NUMBER OF CONDUCTORS, PLEASE REFER TO KEYNOTE #4 ON SHEET E-9 # 1. SEE SECTION 3 OF SPECIFICATIONS ON E-3 FOR CONDUIT TYPES AND USES, AS WELL AS WHEN EXPANSION JOINTS ARE REQUIRED. 2. ALL EQUIPMENT REQUIRES ATTACHMENT DETAILS PER MANUFACTURE'S INSTRUCTIONS; EQUIPMENT THAT IS 400 LBS OR MORE REQUIRES STRUCTURAL CALCULATIONS OF THE ATTACHMENTS. 3. WORKING CLEARANCES FOR ALL NEW ELECTRICAL EQUIPMENT SHALL BE PER CEC ART. 110.26(A) AND 110.34(A). CONTRACTOR SHALL MAINTAIN WORKING AND MAINTENANCE CLEARANCES FOR EXISTING EQUIPMENT. 4. SWITCHES OR CIRCUIT BREAKERS USED AS SWITCHES SHALL BE INSTALLED SUCH THAT THE CENTER OF THE GRIP OF THE OPERATING HANDLE, WHEN IN ITS HIGHEST POSITION, IS NOT MORE THAN 6 FEET 7 INCHES ABOVE THE FLOOR OR WORKING PLATFORM PER CEC ART. 404.8(A). 5. CONTRACTOR TO CONSULT INSTALLATION MANUALS OF NEW EQUIPMENT FOR PROPER MOUNTING METHODS AND CLEARANCES. 6. EXACT CONDUIT ROUTE TBD BY CONTRACTOR. 7. CONDUITS AND FITTINGS VISIBLE TO THE PUBLIC SHALL BE PAINTED TO MATCH THE EXISTING BUILDING IF REQUIRED BY THE JURISDICTION. AS INDICATED J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 SERVICE POINT & UTILITY METER METER# V349N-018849 , POINT OF INTERCONNECTION CONDUIT SHEDULE CALLOUT CONDUIT W2 1.25" RMC/PVC 40 CONDUIT (3) #4 AWG XHHW-2 (1) #8 AWG CU GROUND W3 1.25" RMC/PVC 40 CONDUIT (3) #2 AWG AL XHHW-2 (1) #8 AWG CU GROUND W4 (2 SETS) 1.5" RMC/PVC 40 CONDUIT (3) #1 AWG AL XHHW-2 (1) #8 AWG CU THWN-2 GROUND W5 1.5" RMC/PVC 40 CONDUIT (3) #1/0 AWG XHHW-2 (1) #6 AWG CU GROUND W6 1.5" RMC/PVC 40 CONDUIT (3) #2/0 AWG XHHW-2 (1) #6 AWG CU GROUND W7 2" EMT CONDUIT (3) #2/0 AWG CU-THWN-2 (1) #6 AWG CU GROUND W7B 1.25" EMT CONDUIT (3) #3 AWG AL XHHW-2 (1) #8 AWG CU GROUND W8 3" EMT CONDUIT (4) #400 KCMIL AL XHHW-2 (1) #4 AWG CU GROUND W9 2.5" EMT CONDUIT (4) #350 KCMIL CU THWN-2 (1) #4 AWG CU GROUND W10 1.25" EMT CONDUIT (3) #1 AWG CU THWN-2 (1) #6 AWG CU GROUND W11 (3 SETS) 2.5" EMT CONDUIT (3) #300 KCMIL CU THWN-2 (1) #1/0 AWG CU THWN-2 NEUTRAL (1) #2/0 AWG CU THWN-2 GROUND W12 (2 SETS) 3.5" EMT CONDUIT (3) #600 KCMIL CU THWN-2 (1) #1/0 AWG CU THWN-2 NEUTRAL (1) #3/0 AWG CU THWN-2 GROUND 1. PLACE CONDUIT IN TRENCH, FILL, AND COMPACT TO 90%. REPAIR AREA TO MATCH SURROUNDING. BACK FILL IS TO BE FREE OF LARGE ROCK, PAVING MATERIALS, ETC., THAT MAY CAUSE PHYSICAL DAMAGE TO CONDUIT. PROVIDE GRANULAR MATERIAL WITH A SAND EQUIVALENT (SE) GREATER THAN 30. 2. PROVIDE 24" MINIMUM COVER WHERE CONDUIT IS PLACED UNDER STREET, HIGHWAYS, ROADS, ALLEYS, DRIVEWAYS, AND PARKING LOTS. 3. CONDUITS PLACED UNDER OR IN STRUCTURAL FOOTINGS SHALL BE GALVANIZED RIGID METAL (RMC) WRAPPED WITH 20 MIL PVC TAPE. THE COUPLINGS CONNECTED TO THE RMC ELBOW SHALL BE GALVANIZED MATERIAL. NOTES MI N . D E P T H T O TO P O F C O N D U I T PE R C E C 3 0 0 . 5 12 " PROVIDE CONTINUOUS MAGNETIC DETECTABLE TAPE DIRECTLY ABOVE CONDUIT. MATCH (E) CONDITION NATIVE SOIL 90% COMPACTED MATCH (E) SURFACE SEE CONDUIT SCHEDULE FOR CONDUCTOR DETAILS1" PVC CONDUIT FOR DATA CABLE PVC SCH. 40 CONDUIT TYP. SCALE: 1" = 5'-0"ELECTRICAL EQUIPMENT CONNECTION PLAN ELECTRICAL ROOM DETAIL5 SCALE: N.T.S4SCALE: N.T.S TYPICAL CONDUIT STUB-UP DETAIL1 SCALE: N.T.S TYPICAL TRENCHING DETAIL3 SCALE: N.T.S TYPICAL CONDUIT STUB-UP WHEN SUBJECT TO PHYSICAL DAMAGE DETAIL2 SCALE: N.T.S SE100K INVERTERS #9, SE40K INVERTER #10, & PANEL BOARD DP-PV2 LOCATED ON ROOF OF BUILDING E (N) INVERTERS #10 SE40K (N) PANELBOARD DP-PV2 (N) INVERTERS #9 SE100K 4 - 5 - (N) INVERTER 9 SE80K & INVERTER 10 SE100K W2 W4 W4 W5 W8 (N) PANELBOARD DP-EV (N) XFMR T-EVC (N) UTILITY PV DISCONNECT W3 W3 (N) PANELBOARD DP-PV2 W8 W6 W3 W10 W5 W3 W4 (N) CARPORT #4 (N) CARPORT #5 (N) CARPORT #1 (N) CARPORT #3 (N) CARPORT #2 (N) INVERTER #1 CPS 36K (N) INVERTER #2 CPS 36K (N) INVERTER #3 CPS 50K (N) INVERTER #4 CPS 25K (N) INVERTER #5 CPS 50K (N) INVERTER #6 CPS 25K (N) INVERTER #7 SE40K US INSIDE BLDG C ELECTRICAL ROOM (N) AC DISCONNECT - RSD 1 INSIDE BLDG C ELECTRICAL ROOM W2 W7 (N) 30A DC DISCONNECT - RSD 4 INSIDE BLDG B ELECTRICAL ROOM (N) 250A AC DISCONNECT - RSD 3 INSIDE BLDG E ELECTRICAL ROOM W12 W7 W6 W11 (N) DAS (N) PANELBOARD DP-PV1 (N) INVERTER #11 SE40K INSIDE BLDG A ELECTRICAL ROOM (N) 70A DC DISCONNECT - RSD 5 INSIDE BLDG A ELECTRICAL ROOM (N) INVERTER #8 SE80K INSIDE BLDG F ELECTRICAL ROOM (N) 125A AC DISCONNECT - RSD 2 INSIDE BLDG F ELECTRICAL ROOM W5 W7B W5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 PVC RMC GRADE SCH. 40 PVC CONDUIT PVC COUPLING 24" MIN.CURB LINE PV MODULE (TYP.) DC CONDUCTOR IN FREE AIR CARPORT #2 INVERTER #3 INVERTER #4 CARPORT #3 INVERTER #5 CARPORT #4 INVERTER #6 CARPORT #5 (N) AC DISCONNECT 24" MIN. GALVANIZED RIGID METAL CONDUIT WRAPPED AROUND WITH 20 MIL BLACK ELECTRICAL PLASTIC TAPE . (N) AC DISCONNECT(N) AC DISCONNECT(N) AC DISCONNECT 6'-7" MAX 6'-7" MAX 6'-7" MAX 6'-7" MAX OFF ON (N) PANELBOARD DP-PV1 (N) UTILITY PV DISCONNECT (E) SERVICE POINT & UTILITY METER #V349N-018849, POINT OF INTERCONNECTION (N) XFMR T-EVC (N) DAS PVC RMC GRADE SCH. 40 PVC CONDUIT PVC COUPLING 24" MIN. 6'-7" MAX (N) PANELBOARD DP-EV CURB LINECURB LINE6" EMT TYP. PV MODULE (TYP.) DC CONDUCTOR IN FREE AIR CARPORT #1 INVERTER #1 INVERTER #2 (E) ELECTRICAL ROOM GALVANIZED RIGID METAL CONDUIT WRAPPED AROUND WITH 20 MIL BLACK ELECTRICAL PLASTIC TAPE . GALVANIZED RIGID METAL CONDUIT WRAPPED AROUND WITH 20 MIL BLACK ELECTRICAL PLASTIC TAPE. (N) AC DISCONNECT CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-8.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CON T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 7 p m EQUIPMENT DETAILS SHEET #1 J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 EQUIPMENT ELEVATION - ELECTRICAL ROOM & CARPORT #1 SCALE: N.T.S. NOTE: RMC WILL BE PAINTED THE SAME COLOR AS CARPORT BEAM AND WILL BE INSTALLED INSIDE THE I BEAM GROVE TYP. GENERAL NOTES 1. ALL EQUIPMENT TO BE LISTED. 2. ALL EQUIPMENT WIRING AND GROUNDING SHALL CONFORM TO THE MANUFACTURER'S RECOMMENDED PRACTICES. REFER TO THE INSTALLATION AND USER MANUALS FOR GUIDANCE. 3. EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENT, AND ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH CEC ART. 250.134 AND 250.136. CONTRACTOR TO REFER TO MANUFACTURER'S INSTALLATION MANUAL FOR APPROVED METHOD OF GROUNDING. 4. INSTALLATION SHALL COMPLY WITH THE 2019 CEC. 5. ALL EXPOSED RACEWAY OPENINGS SHALL BE SEALED USING A SUITABLE METHOD TO PREVENT ENTRY OF INSECTS. 6. BONDING SHALL BE PROVIDED WHERE NECESSARY TO ENSURE ELECTRICAL CONTINUITY AND THE CAPACITY TO CONDUCT SAFELY ANY FAULT CURRENT IN ACCORDANCE WITH CEC ART. 250. 7. MODULES AND RACKING SYSTEM MUST BE PROPERLY GROUNDED PER THE GROUNDING METHOD PROVIDED IN THE RACKING MANUFACTURER'S INSTALLATION MANUAL. IF NO METHOD IS STIPULATED, AN ILSCO GBL-4DBT OR EQUIVALENT GROUNDING LUG PER DETAIL GD SHOULD BE USED TO GROUND EACH MODULE AND RAIL OR PURLIN WITH THE APPROPRIATELY SIZED GROUND WIRE AND TORQUE SPECIFICATION PER THE TABLE IN THE DETAIL. 8. SEE SECTION 3 OF SPECIFICATIONS ON E-1 FOR CONDUIT TYPES AND USES, AS WELL AS WHEN EXPANSION JOINTS ARE REQUIRED. 9. ALL EQUIPMENT REQUIRES ATTACHMENT DETAILS PER MANUFACTURER'S INSTRUCTIONS; EQUIPMENT THAT IS 400 LBS OR MORE REQUIRE STRUCTURAL CALCULATIONS OF THE ATTACHMENTS. 10. WORKING CLEARANCES FOR ALL NEW ELECTRICAL EQUIPMENT SHALL BE PER CEC ART. 110.26(A) AND 110.34(A). CONTRACTOR SHALL MAINTAIN WORKING AND MAINTENANCE CLEARANCES FOR EXISTING EQUIPMENT. 11. SWITCHES OR CIRCUIT BREAKERS USED AS SWITCHES SHALL BE INSTALLED SUCH THAT THE CENTER OF THE GRIP OF THE OPERATING HANDLE, WHEN IN ITS HIGHEST POSITION, IS NOT MORE THAN 6 FEET 7 INCHES ABOVE THE FLOOR OR WORKING PLATFORM PER CEC ART. 404.8(A). 12. CONTRACTOR TO CONSULT INSTALLATION MANUALS OF NEW EQUIPMENT FOR PROPER MOUNTING METHODS AND CLEARANCES. 13. EXACT CONDUIT ROUTE TBD BY CONTRACTOR. 14. CONDUITS AND FITTINGS VISIBLE TO THE PUBLIC SHALL BE PAINTED TO MATCH THE EXISTING BUILDING IF REQUIRED BY THE JURISDICTION OR OWNER. 1 EQUIPMENT ELEVATION - CARPORTS # 2- 5 SCALE: N.T.S.2 NOTE: RMC WILL BE PAINTED THE SAME COLOR AS CARPORT BEAM AND WILL BE INSTALLED INSIDE THE I BEAM GROVE TYP. N.T.S. 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-8.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP GROUNDING DETAILS ILSCO GBL-4DBT OR EQUIVALENT (SS) 10-32 HEX WASHER HEAD SCREW TORQUE NUT / BOLT ASSEMBLY TO 35 IN-LBS (SS) SPLIT WASHER (SS) FLAT WASHERPURLIN / RAIL (SS) TOOTHED WASHER WITH DEOX (SS) #10-32 NUT DRILLED OUT TO 7/32" FOR RAIL G 2 (TYP.) (TYP.) MODULE BONDING DEVICE (TYP.) MODULE 1 2 (TYP.) (TYP.) RAIL (TYP.) #8 AWG CU BONDING JUMPER BETWEEN RAILS 2 (TYP.) SEE E-9 (TYP.) INVERTER SEE E-9 FOR GROUND WIRE SIZE (TYP.) INSTALL #8 AWG CU GROUND FROM RAIL TO INVERTER ARRAY GROUNDING DETAIL - CBC STEEL SCALE: N.T.S. KEYNOTES 1. ALL BONDS BETWEEN MOUDLE FRAMES AND RACKING SYSTEM SHALL BE UL 2703 LISTED. PROVIDE LISTED BONDING DEVICE(S) AT EACH MODULE PER RACKING INSTALLATION MANUAL AND/OR STRUCTURAL DRAWINGS. WHEN STRUCTURAL CARPORT PLANS DO NOT SPECIFY LISTED BONDING DEVICE, PROVIDE (1) WEEB-DSK OR EQUIVALENT AT EACH MODULE AND INSTALL PER WEEB INSTALLATION MANUAL. THE CORRECT WEEB-DSK SIZE IS BASED ON THE MOUNTING HARDWARE REQUIRED. SEE STRUCTURAL DRAWINGS FOR DETAILS. 2. BOND ALL RAILS OR ROOFTOP RACKING SYSTEMS TOGETHER USING #8 AWG CU BONDING JUMPER OR FACTORY-PROVIDED BONDING JUMPER. WHERE RACKING INSTALLATION MANUAL AND/OR STRUCTURAL DRAWINGS DO NOT SPECIFY THE WIRE TERMINATION METHOD, USING DETAIL GD ON THIS PLAN. 3. CONTRACTOR TO DETERMINE DESIRED PATH FOR DC CONDUITS. FOR DC CONDUIT SIZES BASED ON NUMBER OF CONDUCTORS, PLEASE REFER TO KEYNOTE #2 ON SHEET E-9. GROUND LUG DETAIL SCALE: N.T.S. ILSCO LUG TORQUE VALUES SIZE* AWG TORQUE IN-LB 10 20 8 25 6 35 # 1 CANOPY STRUCTURAL COLUMN CAST-IN-PLACE ANCHOR BOLT #2 CU EXOTHERMICALLY BONDED TO COLUMN AND REBAR CAGE. GRADE REBAR CAGE VERTICAL REINFORCEMENT TIE WIRE FOR REBAR CAGE ASSEMBLY (TYPICAL) TIE WIRE BONDING ANCHOR BOLTS TO REBAR CAGE FOR CANOPY STRUCTURE BONDING TO CONCRETE ENCASED ELECTRODE [PER NEC 250.52(A)(3)(1)] CONDUITS OUT ENCLOSURE GROUND BAR GROUNDING BUSHINGS REPRESENTATIVE CONDUCTORS GROUND BUSHING WITH LAY-IN LUG LOCK OUT NUT COMPRESSION FITTING CONDUIT ENCLOSURE WALL GROUND LUGS USED OUTDOORS MUST BE WET RATED CONTINUOUS BONDING JUMPER, STRIP INSULATION AT LUG, ALTERNATIVELY, THE EGC MAY BE USED (AS SHOWN) PULL BOX / THROUGH GROUNDING SCALE: N.T.S.CANOPY / CARPORT COLUMN GROUNDING DETAIL SCALE: N.T.S. CONDUIT BUSHING GROUNDING SCALE: N.T.S. J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 N.T.S. G 2 (TYP.) (TYP.) MODULE BONDING DEVICE (TYP.) MODULE 1 2 (TYP.) (TYP.) RAIL (TYP.) #8 AWG CU BONDING JUMPER BETWEEN RAILS SEE E-9 (TYP.) INVERTER SEE E-9 FOR GROUND WIRE SIZE (TYP.) INSTALL #8 AWG CU GROUND FROM RAIL TO INVERTER ARRAY GROUNDING DETAIL - PANELCLAW SCALE: N.T.S. G 2 (TYP.) (TYP.) MODULE BONDING DEVICE (TYP.) MODULE 1 2 (TYP.) (TYP.) RAIL SEE E-9 (TYP.) INVERTER SEE E-9 FOR GROUND WIRE SIZE (TYP.) INSTALL #8 AWG CU GROUND FROM RAIL TO INVERTER ARRAY GROUNDING DETAIL - IRONRIDGE SCALE: N.T.S. (TYP.) #8 AWG CU BONDING JUMPER BETWEEN RAILS 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 M LOCATED NORTH ELECTRICAL ENCLOSURE DATA ACQUISTION SYSTEMS DAS ENCLOSURE DAS, NEMA 3R WEATHER STATION ENCLOSURE 7 7 2 2 2 (N) PANELBOARD DP-PV1 800A, 480VAC, 3Ø, 4W, 42 KAIC, NEMA 3R LOCATED IN NORTH ELECTRICAL ENCLOSURE 1.25" RMC/PVC 40 CONDUIT (3) #4 AWG AL XHHW-2 (1) #8 AWG CU GROUND 1.25" RMC/PVC 40 CONDUIT (3) #2 AWG AL XHHW-2 (1) #8 AWG CU GROUND FROM 70A AC DISCONNECT RSD 1 FROM 125A AC DISCONNECT FROM PANELBOARD DP-PV2 FROM (N) UTILITY DISCONNECT - - - FROM PANELBOARD DP-EV 15A 1P, CIRCUIT BREAKER - 2 - 2 - W2 W4 W3 W11 SPD 2 W4 1.25" RMC/PVC 40 CONDUIT (3) #2 AWG AL XHHW-2 (1) #8 AWG CU GROUND W3 4 4 4 4 4 4 3 8 TO CUSTOMER NETWORK FROM 70A AC DISCONNECT RSD 5 9 9 10 11 10 11 CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-9.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CON T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 8 p m SINGLE LINE DIAGRAM SINGLE LINE DIAGRAM GENERAL NOTES 1. ALL EQUIPMENT TO BE LISTED. 2. ALL EQUIPMENT WIRING AND GROUNDING SHALL CONFORM TO THE MANUFACTURER'S RECOMMENDED PRACTICES. REFER TO THE INSTALLATION AND USER MANUALS FOR GUIDANCE. 3. EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENT, AND ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH CEC ART. 250.134 AND 250.136. CONTRACTOR TO REFER TO MANUFACTURER'S INSTALLATION MANUAL FOR APPROVED METHOD OF GROUNDING. 4. INSTALLATION SHALL COMPLY WITH THE 2019 CEC. 5. ALL EXPOSED RACEWAY OPENINGS SHALL BE SEALED USING A SUITABLE METHOD SUCH AS DUCT SEAL. 6. MOTIVE ENERGY IS NOT RESPONSIBLE FOR ENGINEERING OF EXISTING CIRCUITS. 7. BONDING SHALL BE PROVIDED WHERE NECESSARY TO ENSURE ELECTRICAL CONTINUITY AND THE CAPACITY TO CONDUCT SAFELY ANY FAULT CURRENT IN ACCORDANCE WITH CEC ART. 250. 8. THE UTILITY MUST BE NOTIFIED PRIOR TO USE AND ACTIVATION OF ANY ONSITE GENERATION SYSTEM(S). 9. SYSTEM INCLUDING CONDUIT AND CONDUCTORS SHALL BE INSTALLED IN A NEAT AND WORKMANLIKE MANNER IN ACCORDANCE WITH CEC ART. 110.12. ALL ELECTRICAL EQUIPMENT, EXPOSED RACEWAYS, CONDUCTORS, AND CONNECTIONS SHALL BE MECHANICALLY SECURED VIA HARDWARE RATED FOR OUTDOOR AND UV LIGHT EXPOSURE. 10. ALL PLAQUES, LABELS AND WARNINGS CAN BE FOUND ON CORRESPONDING LABELS AND WARNINGS SHEETS(S). 11. CONNECTORS SHALL BE TORQUE PER DEVICE LISTING OR MANUFACTURER'S RECOMMENDATION. SEE THE MANUFACTURER'S INSTALLATION MANUAL FOR THE SPECIFIC TORQUE VALUES. 12. PVC CONDUIT SHALL NOT BE USED UNDER THE CONDITIONS SPECIFIED IN CEC ART. 35.12(A)-(D). 13. INTERRUPTING CURRENT RATINGS (KAIC) FOR EQUIPMENT SUCH AS PANELBOARDS, CIRCUIT BREAKERS, FUSES, AND DISCONNECTS HAS BEEN SPECIFIED BASED ON THE RATINGS OF THE MAIN SERVICE UNLESS SPECIFIC FAULT CURRENTS AT THE SITE HAVE BEEN PROVIDED BY THE UTILITY. 14. NEW OVERCURRENT PROTECTION DEVICES SHALL HAVE THE SAME INTERRUPTING CURRENT RATING (KAIC) AS THE RATING OF THE PANELBOARD OR SWITCH BOARD IN WHICH THEY ARE LOCATED. 15. CONTRACTOR TO VERIFY THE TERMINALS AND BENDING RADII OF PROCURED ELECTRICAL EQUIPMENT ARE APPROPRIATE TO ACCOMMODATE THE SIZE OF THE SPECIFIED CONDUCTORS. 16. MODULES AND RACKING SYSTEM MUST BE PROPERLY GROUNDED PER THE GROUNDING METHOD PROVIDED IN THE RACKING MANUFACTURER'S INSTALLATION MANUAL. SEE SHEET E-8 FOR ADDITIONAL INFORMATION. 17. CONTRACTOR MAY UPSIZE CONDUIT SIZE WHILE ENSURING CONNECTED ENCLOSURES/EQUIPMENT IS CAPABLE OF ACCOMMODATING LARGER CONDUIT SIZES THAN LISTED. 18. SEE SECTION 3 ON SHEET E-1 FOR APPROPRIATE CONDUIT TYPES DEPENDING ON THE INSTALLATION LOCATION OF THE CORRESPONDING CONDUCTORS. LEGEND # KETNOTE LABELS & WARNINGS REFERENCING NUMBER. SEE SHEETS E-10 & E-11 # W#COUNDUIT / CONDUCTOR TAG, SEE SHEETS E-5.1 & E-5.2 KEYNOTES# 1. PV SOURCE CIRCUITS CONSIST OF ZNSHINE SOLAR ZXM7-SHLDD144 SERIES / BFG MODULES. SEE SINGLE LINE DIAGRAM FOR NUMBER OF MODULES CONNECTED IN SERIES. VMP = 41.50V VOC = 49.80V IMP = 13.02A ISC = 13.77A 2. PV SOURCE CIRCUIT CONNECTIONS BETWEEN MODULES AND COMBINER BOXES SHALL BE THE SAME MANUFACTURER AND OF THE SAME MODULE SERIES. THERE SHALL BE NO MIXING MANUFACTURERS OR MODULES FOR ANY CONNECTION POINTS. CONTRACTOR SHALL VERIFY THAT CONDUIT SIZE FOR PV SOURCE CIRCUITS WILL FIT INVERTER SPECIFICATIONS. PV SOURCE CIRCUITS TO USE: -#10 AWG CU 1000/2000V PV WIRE CONDUCTORS PER UL 4703 -#8 AWG CU GROUND -MAXIMUM OF (2) PV SOURCE CIRCUITS PER 1.00 INCH CONDUIT. -MAXIMUM OF (4) PV SOURCE CIRCUITS PER 1.25 INCH CONDUIT. -MAXIMUM OF (6) PV SOURCE CIRCUITS PER 1.50 INCH CONDUIT. 3. PROVIDED (3) 800A CLASS L FUSES, MERSEN #A4BY800 OR EQUIVALENT. 4. DISCONNECT SHALL COMPLY WITH ALL APPLICABLE REQUIREMENTS OF LOCAL ELECTRIC UTILITY. PROVIDE VISIBLE BLADE DISCONNECT SWITCH WITH HANDLE THAT CAN BE PADLOCKED IN THE OFF POSITION. 5. SUPPLY SIDE CONNECTION PER 2022 CEC 705.12(A) IN CUSTOMER SIDE OF MAIN SERVICE. USE COMPRESSION CONNECTORS TO TERMINATE THE CONDUCTORS AT THE SUPPLY SIDE CONNECTION. IF THE NEW CONNECTION TO THE EXISTING SERVICE EQUIPMENT MODIFIES THE EXISTING EQUIPMENT, IT MUST BE RECERTIFIED BY A THIRD PARTY TESTING LABORATORY. 6. PER CEC 705.31 OVER CURRENT PROTECTION FOR ELECTRICAL POWER PRODUCTION SOURCE CONDUCTORS CONNECTED TO THE SUPPLY SIDE OF THE SERVICE DISCONNECTING MEANS IN ACCORDANCE WITH 705.12(A). THE CONDUCTOR LENGTH SHALL BE LESS THAN 16.5 FT OF CABLE. IF THE CABLE LENGTH IS MORE THAN 16.5 FT, USE APPROPRIATE CABLE LIMITERS AT THE POINT OF INTERCONNECTION. 7. MONITORING SHALL INCLUDE RS-485 BELDEN 3106A OR EQUIVALENT FOR COMMUNICATION. REFER TO MONITORING SYSTEM DIAGRAM AND INSTALLATION MANUAL FOR ADDITIONAL DETAILS. 8. PROVIDE SURGE PROTECTIVE DEVICE 150KA/PHASE, 3PH, 4W, GROUND 480Y/277V SYSTEM, MERSEN STXT480Y20 OR EQUIVALENT. J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 SYSTEM SUMMARY TOTAL MODULES 1092 MODULE POWER 540 TOTAL PV DC SYSTEM SIZE 589.680 kW DCp TOTAL PV AC SYSTEM SIZE 544.970 kW CEC AC MAXIMUM OUTPUT CURRENT 632.15 A N.T.S. 2 E9.3 4 E9.3 2 E9.3 2 E9.3 4 E9.3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 - - - - SOLAREDGE SE80KUS (N) PANELBOARD DP-PV2 300A, 480/277VAC, 3Ø, 4W, NEMA 3R LOCATED ON BLDG E SOUTH ROOF (N) 70A AC DISCONNECT - RSD 1 70A, 600V, 3Ø, 3W, NEMA 3R LOCATED INSIDE BLDG C SOLAREDGE SE100KUS (N) 125A AC DISCONNECT - RSD 2 125A, 600V, 3Ø, 3W, NEMA 3R LOCATED IN BLDG F GYM STORAGE ROOM - SOLAREDGE SE40KUS 2 2 2 1.25" EMT CONDUIT (3) #3 AWG CU THWN-2 (1) #8 AWG CU GROUND 1.5" EMT CONDUIT (3) #1 AWG CU THWN-2 (1) #6 AWG CU GROUND TO PANELBOARD DP-PV1 70A, 3P CIRCUIT BREAKER 1.5" RMC/PVC 40 CONDUIT (3) #2/0 AWG AL XHHW-2 (1) #6 AWG CU GROUND TO PANELBOARD DP-PV1 125A, 3P CIRCUIT BREAKER TO PANELBOARD DP-PV1 250A, 3P CIRCUIT BREAKER M (E) MAIN SWITCHBOARD "MS" 3000A, 227/480VAC, 3Ø, 4W, 65KAIC, NEMA 3R W12 5 6 TO PANELBOARD DP-PV11.5" RMC/PVC 40 CONDUIT (3) #1/0 AWG AL XHHW-2 (1) #6 AWG CU THWN-2 GROUND 800A 43 480V 208V (N) XFMR "T-EVC" 75KVA, 480V-208/120V #2 AWG CU GEC (E) GROUNDING ELECTRODE SYSTEM 1.25" EMT CONDUIT (3) #1 AWG CU THWN-2 (1) #6 AWG CU GROUND 2.5" EMT CONDUIT (4) #350 KCMIL CU THWN-2 (1) #4 AWG CU GROUND 3" RMC/PVC 40 CONDUIT (3) #400 KCMIL AL XHHW-2 (1) #4 AWG CU GROUND TO DATA ACQUISTION SYSTEMS DAS ENCLOSURE W5 W6 W8 W9 W10 Ip = 90.3A Is = 208.4A (N) UTILITY PV DISCONNECT 800A, 600V, 3Ø, 4W, NEMA 3R LOCATED NEXT TO (E) MSB MODEL NO. SIEMENS HF367NR .SUSE RATED 5 5 5 6 8 1 2 - (N) DUAL CHARGEPOINT CP6021B EV CHARGING STATION #1.1 & 1.2 (N) PANELBOARD DP-EV 300A, 208/120VAC, 3Ø, 4W, NEMA 3R LOCATED NEXT TO NORTH ELECTRICAL ENCLOSURE 1.5" RMC/PVC 40 CONDUIT (3) #4 AWG CU THWN-2 (2) #8 AWG CU GROUND 7 (N) SINGLE CHARGEPOINT CP6011B EV CHARGING STATION #2.1 2" EMT CONDUIT (3) #2/0 AWG CU THWN-2 (1) #6 AWG CU GROUND W7 (N) 250A AC DISCONNECT - RSD 3 250A, 600V, 3Ø, 3W, NEMA 3R LOCATED INSIDE BLDG E GROUND LEVEL (N) 30A DC DISCONNECT - RSD 4 LOCATED INSIDE BLDG B ELECTRICAL ROOM FLA=208A TO CUSTOMER NETWORK (2 SETS) 3.5" EMT CONDUIT (3) #600 KCMIL CU THWN-2 (1) #3/0 AWG CU THWN-2 NEUTRAL W12 - SOLAREDGE SE40KUS 5 - SOLAREDGE SE40KUS ELECTRICAL ROOM 5 (N) 70A AC DISCONNECT - RSD 5 70A, 600V, 3Ø, 3W, NEMA 3R LOCATED INSIDE BLDG A ELECTRICAL ROOM TO PANELBOARD DP-PV1 70A, 3P CIRCUIT BREAKER 1.5" RMC/PVC 40 CONDUIT (3) #1/0 AWG AL XHHW-2 (1) #6 AWG CU THWN-2 GROUND W5 W7B 2 12 13 14 1615 (N) SINGLE CHARGEPOINT CP6011B EV CHARGING STATION #3.1 1" RMC/PVC 40 CONDUIT (3) #4 AWG CU THWN-2 (1) #8 AWG CU THWN-2 GROUND ALL LOCATED ON NORTH SIDE OF PARKING LOT #3/0 AWG CU GEC (E) GROUNDING ELECTRODE SYSTEM CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-9.2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 2 - 0 9 - 2 4 _ R e v 2 . d w g F e b 1 5 , 2 0 2 4 - 9 : 1 1 a m SINGLE LINE DIAGRAM SHEET 2 SINGLE LINE DIAGRAM GENERAL NOTES 1.ALL EQUIPMENT TO BE LISTED. 2.ALL EQUIPMENT WIRING AND GROUNDING SHALL CONFORM TO THE MANUFACTURER'S RECOMMENDED PRACTICES. REFER TO THE INSTALLATION AND USER MANUALS FOR GUIDANCE. 3.EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENT, AND ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH CEC ART. 250.134 AND 250.136. CONTRACTOR TO REFER TO MANUFACTURER'S INSTALLATION MANUAL FOR APPROVED METHOD OF GROUNDING. 4.INSTALLATION SHALL COMPLY WITH THE 2019 CEC. 5.ALL EXPOSED RACEWAY OPENINGS SHALL BE SEALED USING A SUITABLE METHOD SUCH AS DUCT SEAL. 6.MOTIVE ENERGY IS NOT RESPONSIBLE FOR ENGINEERING OF EXISTING CIRCUITS. 7.BONDING SHALL BE PROVIDED WHERE NECESSARY TO ENSURE ELECTRICAL CONTINUITY AND THE CAPACITY TO CONDUCT SAFELY ANY FAULT CURRENT IN ACCORDANCE WITH CEC ART. 250. 8.THE UTILITY MUST BE NOTIFIED PRIOR TO USE AND ACTIVATION OF ANY ONSITE GENERATION SYSTEM(S). 9.SYSTEM INCLUDING CONDUIT AND CONDUCTORS SHALL BE INSTALLED IN A NEAT AND WORKMANLIKE MANNER IN ACCORDANCE WITH CEC ART. 110.12. ALL ELECTRICAL EQUIPMENT, EXPOSED RACEWAYS, CONDUCTORS, AND CONNECTIONS SHALL BE MECHANICALLY SECURED VIA HARDWARE RATED FOR OUTDOOR AND UV LIGHT EXPOSURE. 10.ALL PLAQUES, LABELS AND WARNINGS CAN BE FOUND ON CORRESPONDING LABELS AND WARNINGS SHEETS(S). 11.CONNECTORS SHALL BE TORQUE PER DEVICE LISTING OR MANUFACTURER'S RECOMMENDATION. SEE THE MANUFACTURER'S INSTALLATION MANUAL FOR THE SPECIFIC TORQUE VALUES. 12.PVC CONDUIT SHALL NOT BE USED UNDER THE CONDITIONS SPECIFIED IN CEC ART. 35.12(A)-(D). 13.INTERRUPTING CURRENT RATINGS (KAIC) FOR EQUIPMENT SUCH AS PANELBOARDS, CIRCUIT BREAKERS, FUSES, AND DISCONNECTS HAS BEEN SPECIFIED BASED ON THE RATINGS OF THE MAIN SERVICE UNLESS SPECIFIC FAULT CURRENTS AT THE SITE HAVE BEEN PROVIDED BY THE UTILITY. 14.NEW OVERCURRENT PROTECTION DEVICES SHALL HAVE THE SAME INTERRUPTING CURRENT RATING (KAIC) AS THE RATING OF THE PANELBOARD OR SWITCH BOARD IN WHICH THEY ARE LOCATED. 15.CONTRACTOR TO VERIFY THE TERMINALS AND BENDING RADII OF PROCURED ELECTRICAL EQUIPMENT ARE APPROPRIATE TO ACCOMMODATE THE SIZE OF THE SPECIFIED CONDUCTORS. 16.MODULES AND RACKING SYSTEM MUST BE PROPERLY GROUNDED PER THE GROUNDING METHOD PROVIDED IN THE RACKING MANUFACTURER'S INSTALLATION MANUAL. SEE SHEET E-8 FOR ADDITIONAL INFORMATION. 17.CONTRACTOR MAY UPSIZE CONDUIT SIZE WHILE ENSURING CONNECTED ENCLOSURES/EQUIPMENT IS CAPABLE OF ACCOMMODATING LARGER CONDUIT SIZES THAN LISTED. 18.SEE SECTION 3 ON SHEET E-1 FOR APPROPRIATE CONDUIT TYPES DEPENDING ON THE INSTALLATION LOCATION OF THE CORRESPONDING CONDUCTORS. LEGEND # # W# KEYNOTES# 1.PV SOURCE CIRCUITS CONSIST OF ZNSHINE SOLAR ZXM7-SHLDD144 SERIES / BFG MODULES. SEE SINGLE LINE DIAGRAM FOR NUMBER OF MODULES CONNECTED IN SERIES. VMP = 41.50V VOC = 49.80V IMP = 13.02A ISC = 13.77A 2.PV SOURCE CIRCUIT CONNECTIONS BETWEEN MODULES AND COMBINER BOXES SHALL BE THE SAME MANUFACTURER AND OF THE SAME MODULE SERIES. THERE SHALL BE NO MIXING MANUFACTURERS OR MODULES FOR ANY CONNECTION POINTS. CONTRACTOR SHALL VERIFY THAT CONDUIT SIZE FOR PV SOURCE CIRCUITS WILL FIT INVERTER SPECIFICATIONS. PV SOURCE CIRCUITS TO USE: -#10 AWG CU 1000/2000V PV WIRE CONDUCTORS PER UL 4703 -#8 AWG CU GROUND -MAXIMUM OF (2) PV SOURCE CIRCUITS PER 1.00 INCH CONDUIT. -MAXIMUM OF (4) PV SOURCE CIRCUITS PER 1.25 INCH CONDUIT. -MAXIMUM OF (6) PV SOURCE CIRCUITS PER 1.50 INCH CONDUIT. 3.PROVIDED (3) 800A CLASS L FUSES, MERSEN #A4BY800 OR EQUIVALENT. 4.DISCONNECT SHALL COMPLY WITH ALL APPLICABLE REQUIREMENTS OF LOCAL ELECTRIC UTILITY. PROVIDE VISIBLE BLADE DISCONNECT SWITCH WITH HANDLE THAT CAN BE PADLOCKED IN THE OFF POSITION. 5.SUPPLY SIDE CONNECTION PER 2022 CEC 705.12(A) IN CUSTOMER SIDE OF MAIN SERVICE. USE COMPRESSION CONNECTORS TO TERMINATE THE CONDUCTORS AT THE SUPPLY SIDE CONNECTION. IF THE NEW CONNECTION TO THE EXISTING SERVICE EQUIPMENT MODIFIES THE EXISTING EQUIPMENT, IT MUST BE RECERTIFIED BY A THIRD PARTY TESTING LABORATORY. 6.PER CEC 705.31 OVER CURRENT PROTECTION FOR ELECTRICAL POWER PRODUCTION SOURCE CONDUCTORS CONNECTED TO THE SUPPLY SIDE OF THE SERVICE DISCONNECTING MEANS IN ACCORDANCE WITH 705.12(A). THE CONDUCTOR LENGTH SHALL BE LESS THAN 16.5 FT OF CABLE. IF THE CABLE LENGTH IS MORE THAN 16.5 FT, USE APPROPRIATE CABLE LIMITERS AT THE POINT OF INTERCONNECTION. 7.TERMINATE EGC AT SAME BUS AS EXISTING EGC TERMINATION. J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 SYSTEM SUMMARY TOTAL MODULES 1092 MODULE POWER 540 TOTAL PV DC SYSTEM SIZE 589.680 kW DCp TOTAL PV AC SYSTEM SIZE 544.970 kW CEC AC MAXIMUM OUTPUT CURRENT 632.15 A N.T.S. 2 E9.3 3 E9.3 1/2 E9.3 5 E9.3 2 E9.3 5 E9.3 KETNOTE LABELS & WARNINGS REFERENCING NUMBER. SEE SHEETS E-10 & E-11 COUNDUIT / CONDUCTOR TAG, SEE SHEETS E-5.1 & E-5.2 2 E9.3 5 E9.3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 18 2 1 G MODULE (TYP.) SOLAREDGE OPTIMIZER (TYP.) TO INVERTER POSITIVE INPUT TO INVERTER NEGATIVE INPUT TO INVERTER GROUND INPUT (TYP.) SOLAREDGE P1101 OPTIMIZER STRING FOR (27) MODULES IN SERIES OPTIMIZER STRING DETAIL #2 G G GG 18 2 1 G MODULE (TYP.) SOLAREDGE OPTIMIZER (TYP.) TO INVERTER POSITIVE INPUT TO INVERTER NEGATIVE INPUT TO INVERTER GROUND INPUT (TYP.) SOLAREDGE P1101 OPTIMIZER STRING FOR (28) MODULES IN SERIES G G GGG OPTIMIZER STRING DETAIL #1 1 1 - NG INSTALL WIRES WITH S-CURVE OR LOOP TO ALLOW SLACK FOR TENSION RELIEF SWITCH TO LFMC FOR FINAL 24" AT CONNECTION TO INVERTER INTEGRAL COMBINER BOX, SAFE TOUCH FUSE HOLDER W/ 20A FUSES INSTALL WITH A 3" DIAMETER LOOP TO FACILITATE CLAMP METER ACCESS DURING COMMISSIONING FIELD INSTALLED JUMPER FOR OPERATION WITH NO N CONDUCTOR - NG FIELD INSTALLED JUMPER FOR OPERATION WITH NO N CONDUCTOR INSTALL WIRES WITH S-CURVE OR LOOP TO ALLOW SLACK FOR TENSION RELIEF SWITCH TO LFMC FOR FINAL 24" AT CONNECTION TO INVERTER INTEGRAL COMBINER BOX, SAFE TOUCH FUSE HOLDER W/ 20A FUSES INSTALL WITH A 3" DIAMETER LOOP TO FACILITATE CLAMP METER ACCESS DURING COMMISSIONING - - NG FIELD INSTALLED JUMPER FOR OPERATION WITH NO N CONDUCTOR INSTALL WIRES WITH S-CURVE OR LOOP TO ALLOW SLACK FOR TENSION RELIEF SWITCH TO LFMC FOR FINAL 24" AT CONNECTION TO INVERTER INTEGRAL COMBINER BOX, SAFE TOUCH FUSE HOLDER W/ 20A FUSES INSTALL WITH A 3" DIAMETER LOOP TO FACILITATE CLAMP METER ACCESS DURING COMMISSIONING - NG INSTALL WIRES WITH S-CURVE OR LOOP TO ALLOW SLACK FOR TENSION RELIEF SWITCH TO LFMC FOR FINAL 24" AT CONNECTION TO INVERTER INTEGRAL COMBINER BOX, SAFE TOUCH FUSE HOLDER W/ 20A FUSES INSTALL WITH A 3" DIAMETER LOOP TO FACILITATE CLAMP METER ACCESS DURING COMMISSIONING FIELD INSTALLED JUMPER FOR OPERATION WITH NO N CONDUCTOR CUSTOMER DATE: SCALE: SHEET # CUSTOMER E-9.3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP SINGLE LINE DIAGRAM INVERTER DETAILS INVERTER DETAILS OPTIMIZER STRING DETAIL J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 SE 40K INVERTER DETAIL SE 80K/100K INVERTER DETAIL CPS SCA 25/36KTL INVERTER DETAIL CPS SCA 50KTL INVERTER DETAIL N.T.S.4 2 3 5 1 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5'8' 12'5' EK WZ</E' 6'-7" s,Z'/E' KE>z 6'-6"4'-3" 20'-6" FROM BUILDING G s,Z'/E' KE>z s,Z'/E' KE>z s,Z'/E' KE>z 8'-4"8'-6"8'-4" CUSTOMER DATE: SCALE: SHEET # CUSTOMER A-1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y , I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N SE T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 8 , 2 0 2 3 - 1 : 1 7 p m EV SITE PLAN 1 1" = 5'-0" J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° (E) TREES TO BE REMOVED TYP. (E) PARKING LIGHT TYP. TO BE REMOVED (E) CURBLINE(N) COLUMN TYP (E) ELECTRICAL MANHOLE (E) PROPERTY LINE (E) ELECTRICAL MANHOLE (E) VAULT (N) CARPORT #1 SERVICE POINT & UTILITY METER METER# V349N-018849 POINT OF INTERCONNECTION (N) PANELBOARD DP-EV (E) CURBLINE (E) CURBLINE 5'-0" BUILDING SETBACK LINE (N) DUAL EV CHARGING STATION #1.1 & 1.2 (N) SINGLE EV CHARGING STATION #2.1 (N) EV SIGNAGE TYP. 1 A-3 3 A-3 2 A-3 (N) TRENCH LINE TYP. 8'-0"LANDSCAPE SETBACK (N) BOLLARDS TYP. (N) SINGLE EV CHARGING STATION #3.1 (N) EV SIGNAGE TYP. ADA ACCESS AISLE TYP. ADA VAN ACCESSIBLE PARKING SPACE (E) CURB RAMP (N) CURB RAMP 1:12 MAXIMUM SLOPE 30"X48" CLEARANCE RE-STRIPE SPACES PER THE DIMENSIONS AS SHOWN. (N) "EV CHARGING ONLY" LETTERING CENTERED ON SPACE W/ 12" MIN. HIGH WHITE LETTERING (N) 12" MIN. HIGH WHITE LETTERING. (N) 4" WIDE WHITE BORDER EXISTING ADA PARKING (N) TRUNCATED DOMES (E) TRUNCATED DOMES (N) 4" WIDE WHITE HATCHED LINE @ 36" O.C. EV SITE PLAN (E) ASSESSABLE ROUTE SIDEWALK LEVEL WITH PARKING LOT 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER A-2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP EV MOUNT INSTALLATION N.T.S. J.D. 12-01-22 S.M. 05-02-23 B.B. 05-02-23 (N) EV CHARGE STATION - SECTION (N) TRENCH DETAIL 4 (N) LEVEL 3 EV CHARGE STATION SLAB - SECTION2 (N) LEVEL 2 EV CHARGE STATION SLAB - PLAN 1 3 ______________________________________________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 (N) 2.5" Ø CONDUIT STUB-UP (E) ASPHALT, FINISHED GRADE NATIVE SOIL UNDERGROUND TRENCH ( SEE A-1 FOR TRENCH ROUTE) (N) CONCRETE PAD PER SHEET A-2 (E) CONCRETE PLANTER CURB (E) PLANTER GRADE (N) FOUNDATION TO BE FLUSH WITH CONCRETE PLANTER CURB 1'-6" 18" Ø CONCRETE FTG.3" CLEAR 3' (MIN.)2'-9" 3' (MIN.) (N) SMOOTH TROWEL CAP (N) 4" O.D. STEEL PIPE BOLLARD, GROUT SOLID. PAINT OSHA YELLOW. (N) 18" Ø x 3'-0" DEEP 2,500 PSI CONCRETE FOOTING. EXISTING CURB NEW EV CHARGER NEW BOLLARD PARKING STRIPING PLAN VIEW DUAL PORT ELEVATION VIEW SINGLE & DUAL PORT NEW BOLLARD EXISTING PLANTER GRADE NEW EV CHARGER EXISTING ASPHALT GRADE 1'-6"EXISTING PLANTER CURB 1'-6" NEW BOLLARD PARKING STRIPING PARKING STRIPING PLAN VIEW SINGLE PORT ELECTRIC VEHICLE CHARGING STATION E V CUSTOMER DATE: SCALE: SHEET # CUSTOMER A-3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ A p p D a t a \ L o c a l \ T e m p \ A c P u b l i s h _ 2 0 1 2 8 \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 1 0 - 2 6 - 2 3 . d w g N o v 0 7 , 2 0 2 3 - 3 : 5 5 p m EV CHARGING STATION DETAILS N.T.S. J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 1 2 NEW EV CHARGING FOUNDATION WITH BOLLARD SECTION DETAIL NEW EV CHARGING STATION DETAILS NEW EV CHARGING SIGNAGE DETAIL3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Elie Sayegh, PE Local Jurisdiction: Santa Ana, CA Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 | 2021 NDS 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Structural Calculations 3rd Submittal 1909 N Fairview St. Samueli Academy-Bldg A Friday, February 16, 2024 P- 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 3 - 7 B. Design Summary 8 - 10 C. Existing Building Check 11 - 13 D. Roof & Attachment Check 14 - 22 E. Racking Calculations 23 - 49 F. Module DataSheet 50 - 52 G. Roof Data 53 - 55 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Table of Content P- 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com A. Project Information P- 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg A Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Project Name:Samueli Academy-Bldg A Project Address:1909 N Fairview St. Local Jurisdiction Santa Ana, CA Project #:1074220072 Project Engineer:Elie Sayegh, PE Gov. Codes:CBC 2022 | ASCE 7-16 | ACI 318-19 | 2021 NDS Risk Category:III-C Bldg. Classification:Enclosed Type of Construction:II-B Occupancy:B/S1 Submittal Date:02/16/24 Submittal Label:3rd Submittal Wind Exposure:C S S 1.329 S MS 1.595 Wind Speed:105.0 F a 1.200 S DS 1.063 Importance Factor I e:1.25 S 1 0.472 S M1 0.673 SDC D F v 1.426 S D1 0.449 Site Classification:D - Default N/A Soils Information Site Specific Information 2/16/2024 A. Project Information Summary Description Project Data New installation of rooftop solar PV sytem over the existing buidling(s). Proceeding calculations are for the analysis of the existing building's adequacy to supporting the new system. The analysis rely on information collected from the existing building as-builts (when available), information collected during site walls (when completed). Field to verify existing contruction matches the design assumptions/basis. P- 4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 ASCE 7 Hazards Report Address: 1909 N Fairview St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.762721 Risk Category:III Longitude:-117.902796 Soil Class:D - Default (see Section 11.4.3) Elevation:99.4416954557562 ft (NAVD 88) Wind Results: Wind Speed 101 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Jun 05 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SS : 1.329 S1 : 0.472 F a : 1.2 F v : N/A SMS : 1.594 SM1 : N/A SDS : 1.063 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.677 F PGA : 1.2 Ie : 1.25 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Jun 05 2023 Page 2 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Snow Results: Ground Snow Load, p : 0 lb/ftg 2 Mapped Elevation: 99.4 ft Data Source: ASCE/SEI 7-16, Table 7.2-8 Date Accessed: Mon Jun 05 2023 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com B. Design Summary P- 8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg A Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Racking System Proposed:Panel Claw FR 5 Racking System Type:Ballasted - Hybrid Reserved Capacity: 6.00 psf, maximum allowable dist. Load of PV system (see calc. section C) Max. Anticipated Point Load:306 lbs, 130# DL and 293# WL - Combo D + 0.6W (see calc. section D & G) Max. Allowable System Weight:45 kips (see calc. section C) Typical Connection: 8 - #12 screws from racking system to roof sheathing Maximum allowable Uplfit:525 lbs Maximum Allowable Shear:650 lbs Max. Contact Pressure 17 psi Lateral Loads Sections - IEBC & CBC Gravity Loads Sections - IEBC & CBC Live Loads - ASCE7-16 Chapter 4, Section 4.17 2/16/2024 B. Results Summary, Assumptions & Conditions Solar System Description Client/Owner is planing to install rooftop solar arrays on the project site existing building(s). Summarized below are the maximum loads that may be imposted on the subject structure based on Motive's review of available & collected building data/information Applicable Building Code Excerpts Attachment Capacities (Not Required @ Fully Balasted Systems) Insulation Pressure Capacity Standard Foam insulation have a 16 psi minimum compressive strength. Refer to Polyiso foam board ASTM C-1289. Compressive strength ranges from 16 to 25 psi. Therefore, foam insulation is capable of supporting the said ballasted system. Lateal loads resisted by an (E) member or an (E) LFRS may be increased by up to 10% without a need to retrofit/assess the member or system. Gravity loads resisted by an (E) member may be increased by up to 5% without a need to retrofit/assess the member or system. When solar panels/arrays are installed/positioned 24" or less above the surface of the building roof or where proper signing restricting storage/access to below solar panels is present, reporpusing the Live Load Capacity for solar Arrays is permissible. Basis of Design Conditions & Assumptions P- 9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1. 2. 3. 4. 5. 6.Overflow roof drains/scuppers are provided & a ponding anlysis is not required The Analsyis provided herein is based on information collected from one or more of the following sources: existing building plans, data captured during site observations completed by Motive or outside consultant, photo evidence collected from drone footage. The structure(s) is in GOOD conditions and able to support and resist the loads it was originally designed for. Additionally, it is assumed that there has been no damages to the main Vertical and Lateral Systems and that structural retrofits are not required. It is the Owner's responsibility to maintain the building's good and safe conditions. The building(s) has not been altered when compared to its original construction and is in conformance with approved bldg. plans if such plans exist. Alternations include but are not limited to additions, re-roofing overlays, addition of roof supported MEP units or replacement of exisitng equipment with ones that are heavier, removal of bearing or non-bearing walls, replacement of existing finish with a heavier one, or story additions. The analysis provided in this submittal correspond to the (E) structure. All existing connections are assumed to have been designed to carry and transfer the load capacity/reactions of the members they are intended to support. The calculations are applicable to the addition of new solar arrays. Future additions or alterations shall be examined and approved by a professional engineer and shall account for the added solar P- 10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com C. Existing Building Check P- 11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg A Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Roof 20 psf reducable?Y to:12 psf Max Repurposed LL: 8.64 psf based on: Cd DEAD * Roof Live Load / Cd LIVE where CdDEAD is 0.9 and CdLIVE is 1.25 Use:6.00 psf Slope:0.25 12 Factor:1.00 Roofing: Sheathing: Insulation: Sub-purlin: Girders: Equip. Other: Other: Other: Construction: Other: Other: 2.0 PSF 1.0 PSF 1.0 PSF 3.0 PSF Miscellaneous | 2 PSF 2.0 PSF Fire Sprinklers 3.0 PSFMEP (3 PSF) 1.6 PSF1.6 PSFW16X26 @16' O.C. Dead Loads 2/16/2024 C. Existing Building Check Building Description 1-story tilt-up structure with wood sheathing, 2x sub-purlins, steel joists, stee girders and stee columns. Building exterior is comprised of 10" concrete panels approxiamtely 41' tall. Live Loads (ASCE 7) ROOF Element Details Weight Slope Adj. Weight 18 Gauge Steel Deck, W14X22 Steel Purlins, W16X26 Girders PVC Roof Membrane 60-mil, Fully-Adhered 0.4 PSF 0.4 PSF 1.5" Steel Deck (18 Gauge)3.0 PSF 3.0 PSF Rigid Insulation 3.1 PSF 3.1 PSF 4.0 PSF 4.0 PSF W14X22 @ 7'-2" O.C. 0.0 PSF 0.0 PSF 18.1 PSF 18.1 PSF 0.0 PSF Total:15.0 PSF NA 15.0 PSF 0.0 PSFNA 15.0 PSFEXT. WALL 8" Metal Studs w/Light Gauge Panels and Gypsum Board on the inside Element Details Weight Total: 8" Metal Studs w/Light Gauge Panels and Gypsum Board on the inside Use: P- 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 125 ft 73 ft 9,125 sq.ft 297 ft 35 ft Roof W/ Concrete Deck 50.0 Total: 10% Maximum Allowable Additional Seismic Weight:45 kips Roof Mean Height: Building Roof Plan (partial) Ext. Wall 15.0 8.8 2,599 39 Weight (kips) Roof 18.1 NA 9,125 165 Ext. Wall Length: Building Seismic Weight & Lateral Check Roof Length: 454 Element Area Weight (psf) Trib. Height (ft) Trib. Area (sq.ft) NA 250 4,992 Roof Width: Roof Area: P- 13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 D. Roof & Attachment Check 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg A Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Member:18 Gauge PLB 36 Wt:3 psf Fy:50 ksi Sy+:0.314 in3/ft Sy-:0.331 in3/ft Section Width:3 ft Allowable Ma+:1.963 k-ft/ft divided by omega of 2.0 Allowable Ma-:2.069 k-ft/ft divided by omega of 2.0 Allowable Va:2.001 k Maximum Moment Case E.1:0.685 k-ft see proceeding caclulation E.1 1/10/2023 D. Metal Roof, Framing, & Attachment Metal Roof DCR:35% Maximum Shear Case E.2:0.473 k see proceeding caclulation E.2 DCR:24% Member:Steel Girders (W14x22) Spacing:86 ft o.c. Span:16 ft Roof Live Load:20 psf Area Tributary: 1376 ft2 KLL:2 Interior Beams (ASCE 7-16, Table 4.7-1) Reduced Live Load:10.7 > than 6.0 PSF, therefore member ok by live load replacement. Member Check:Ok Member:Steel Girders (W16x26) Spacing:16 ft o.c. Span:29 ft Roof Live Load:20 psf Area Tributary: 464 ft2 KLL:2 Interior Beams (ASCE 7-16, Table 4.7-1) Reduced Live Load:14.8 > than 6.0 PSF, therefore member ok by live load replacement. Member Check:Ok Girders Steel Beams span 29' between girders and are spaced at 16' o.c. Purlins Steel Beams span 29' between girders and are spaced at 16' o.c. P- 15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Max Uplift Reaction:499 lbs Roof Attachment:8 - #12 screws per MA at a min. Screw Diameter:0.21 in tc:0.0478 in, PLB 36, 18 Gauge Pnot:426.6 lbs, See Equation Reference AISI S100 Eq J4.4.1-1 P not = 0.85 x t c x d x F u2 Ω:2.7 per AISI Section J Screw Capacity:158.0 lbs Screws Per Panel:8 at minimum Attachment Capacity: 1264.0 lbs DCR:39% Therefore, 8 - #12 screws per MA at a min. are adequate to resist horizontal and uplift loads Metal Panel Attachemnt to Roof Members P- 16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E1. Metal Roof (D + W) - Gov. Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF General Beam Properties Elastic Modulus ksi50.0 0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft 0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 3.0 ft Load(s) for Span Number 1 Point Load : D = 0.130, W = 0.2930 k @ 1.833 ft, (Point Load 1) Point Load : D = 0.0640, W = 0.2230 k @ 5.166 ft, (Point Load 2) Load(s) for Span Number 2 Point Load : D = 0.130, W = 0.2930 k @ 1.833 ft, (Point Load 1) Point Load : D = 0.0640, W = 0.2230 k @ 5.166 ft, (Point Load 2) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 0.4556 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W Maximum Shear = 7.000 ft 0.658k-ft Maximum Deflection Max Downward Transient Deflection 385.230 in 0 Max Upward Transient Deflection 5.770 in 14 Max Downward Total Deflection 488.764 in 0 Max Upward Total Deflection 2.222 in 37 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 7.00 ft 1 0.45 -0.66 0.66 0.46 Dsgn. L = 7.00 ft 2 0.36 -0.66 0.66 0.46 D Only Dsgn. L = 7.00 ft 1 0.23 -0.34 0.34 0.25 Dsgn. L = 7.00 ft 2 0.17 -0.34 0.34 0.25 +D+0.60W Dsgn. L = 7.00 ft 1 0.45 -0.66 0.66 0.46 Dsgn. L = 7.00 ft 2 0.36 -0.66 0.66 0.46 +D+0.450W Dsgn. L = 7.00 ft 1 0.39 -0.58 0.58 0.40 Dsgn. L = 7.00 ft 2 0.31 -0.58 0.58 0.40 +0.60D+0.60W Dsgn. L = 7.00 ft 1 0.36 -0.52 0.52 0.36 Dsgn. L = 7.00 ft 2 0.29 -0.52 0.52 0.36 +0.60D Dsgn. L = 7.00 ft 1 0.14 -0.21 0.21 0.15 P- 17 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E1. Metal Roof (D + W) - Gov. Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 7.00 ft 2 0.10 -0.21 0.21 0.15 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W 1 488.7641 2.800 0.0000 0.000 +D+0.60W 2 464.3733 4.038 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.268 0.2160.860 Overall MINimum D Only 0.148 0.1160.460 +D+0.60W 0.268 0.2160.860 +D+0.450W 0.238 0.1910.760 +0.60D+0.60W 0.208 0.1700.676 +0.60D 0.089 0.0700.276 W Only 0.200 0.1660.666 . P- 18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E1. Metal Roof (D + W) - Gov. Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF P- 19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E2. Metal Roof (D + W) - Gov. Shear Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF General Beam Properties Elastic Modulus ksi50.0 0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft 0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 3.0 ft Load(s) for Span Number 1 Point Load : D = 0.130, W = 0.2930 k @ 1.330 ft, (Point Load 1) Point Load : D = 0.130, W = 0.2930 k @ 5.330 ft, (Point Load 2) Load(s) for Span Number 2 Point Load : D = 0.130, W = 0.2930 k @ 1.670 ft, (Point Load 1) Point Load : D = 0.130, W = 0.2930 k @ 5.670 ft, (Point Load 2) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 0.4729 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W Maximum Shear = 7.000 ft 0.685k-ft Maximum Deflection Max Downward Transient Deflection 347.502 in 0 Max Upward Transient Deflection 5.831 in 14 Max Downward Total Deflection 471.935 in 0 Max Upward Total Deflection 2.546 in 32 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 7.00 ft 1 0.39 -0.69 0.69 0.47 Dsgn. L = 7.00 ft 2 0.39 -0.69 0.69 0.47 D Only Dsgn. L = 7.00 ft 1 0.20 -0.38 0.38 0.26 Dsgn. L = 7.00 ft 2 0.20 -0.38 0.38 0.26 +D+0.60W Dsgn. L = 7.00 ft 1 0.39 -0.69 0.69 0.47 Dsgn. L = 7.00 ft 2 0.39 -0.69 0.69 0.47 +D+0.450W Dsgn. L = 7.00 ft 1 0.34 -0.61 0.61 0.42 Dsgn. L = 7.00 ft 2 0.34 -0.61 0.61 0.42 +0.60D+0.60W Dsgn. L = 7.00 ft 1 0.31 -0.54 0.54 0.37 Dsgn. L = 7.00 ft 2 0.31 -0.54 0.54 0.37 +0.60D Dsgn. L = 7.00 ft 1 0.12 -0.23 0.23 0.16 P- 20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E2. Metal Roof (D + W) - Gov. Shear Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 7.00 ft 2 0.12 -0.23 0.23 0.16 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W 1 471.9355 2.854 0.0000 0.000 +D+0.60W 2 464.3933 4.200 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.307 0.3070.946 Overall MINimum D Only 0.167 0.1670.523 +D+0.60W 0.307 0.3070.946 +D+0.450W 0.272 0.2720.840 +0.60D+0.60W 0.240 0.2400.737 +0.60D 0.100 0.1000.314 W Only 0.234 0.2340.705 . P- 21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E2. Metal Roof (D + W) - Gov. Shear Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF P- 22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 E. Racking Calculations 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 23-0242-2805 Sheet No. Cover By JMC/TET Date 6/6/23 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Samueli Academy Bldg A 1901 North Fairview Street, Santa Ana, CA GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TROY E.TURLEY 6/06/2023 P- 24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: June 6, 2023 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Samueli Academy Bldg A CTS Job No.: 23-0242-2805 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 5 Degree” system. This system consists of photovoltaic panels installed at a 5 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 5 Degree” system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following IBC (CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. P- 25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Jose Mauleon Calderon Troy Turley, SE, PE, LEED AP Structural Designer Partner TROY E.TURLEY 6/06/2023 P- 26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Partner Name:Messi Project Name:Samueli Academy Bldg A Project Location:1901 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 06/01/2023 APPROVED FOR CONSTRUCTION TROY E.TURLEY 6/06/2023 P- 27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Table of Contents Section:Page # 06/01/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.4 Vertical Seismic Force Check:15 P- 28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. 06/01/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 29 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information: 1.1 General: Project Name:Samueli Academy Bldg A Project Location:1901 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Module:ZNSHINE SOLAR ZXM7-SHLDD144-540/M Module Weight:73.85 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:33.75 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 30 3.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 2 TPO 0.80 1.2 2 TPO 0.80 06/01/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 30 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 CBC Risk Cat.:III Basic Wind Speed (V):105 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.329 1s Spectral Response (5%) (S1):0.473 Ie:1.25 Ip:1 06/01/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 31 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 06/01/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 32 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =105 mph (ASCE, Figure 26.5-1B) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =0.98 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =1.00 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =23.48 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 30 24.98 23.48 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 06/01/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 33 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 20 1,836 3,692 92 650 2.82 5.68 8.00 Yes 1.2 34 3,149 5,207 93 1,102 2.86 4.73 8.00 Yes Total:  54 4,984 lbs.8,899 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 06/01/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 34 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 5,123 3,692 525 2,862 2.13 OK 1.2 11,835 5,207 525 9,680 2.10 OK Total:16,958 lbs.8,899 lbs. 12,542 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 06/01/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 35 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 2,686 772 3,692 650 4,550 3.76 OK 1.2 6,059 1,781 5,207 650 13,650 3.79 OK Total:8,745 lbs.2,553 lbs.8,899  18,200 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 06/01/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 36 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =23.48 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 586 lbs./module WLin(with snow) = 195 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 06/01/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 37 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 93 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 586 lbs./module WLin (with snow) = 195 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 48 136 70 Interior 2 130 306 174 2nd From North 3 105 281 149 North 4 94 182 116 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 3 7 4 Interior 2 7 17 9 2nd From North 3 6 15 8 2 North 4 5 10 6 South 1 1 4 2 Interior 2 4 8 5 2nd From North 3 3 8 4 4 North 4 3 5 3 Table 6.1-B Max Point Load Summary (psi) 06/01/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 38 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.329 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.473 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.595 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.864 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.063 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.576 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 06/01/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 39 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 3,692 1,884 0 1,319 3 4,550 7 Yes 1.2 5,207 2,658 0 1,860 3 13,650 21 Yes Totals:8,899 lbs 4,542 lbs.0 lbs.3,179 lbs.6 18,200 28 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 06/01/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 40 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 3,692 785 2,215 -1,666 0 2,862 7 Yes 1.2 5,207 1,107 3,124 -2,349 0 9,680 21 Yes Total:8,899 lbs.1,892 lbs.5,340 lbs.-4,015 lbs.0 12,542 28 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 06/01/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 41 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A Appendix A16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 42 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 43 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 44 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 45 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 46 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 47 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 48 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 49 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 F. Module Spec Sheet 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 50 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 51 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 52 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 G. Roof Data 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 53 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 54 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 55 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Elie Sayegh, PE Local Jurisdiction: Santa Ana, CA Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Structural Calculations Friday, February 16, 2024 1909 N. Fairview St. Samueli Academy-Bldg B 3rd Submittal P-1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 3 - 7 B. Design Summary 8 - 10 C. Existing Building Check 11 - 14 D. Roof Sheathing Check 15 - 20 E. Roof Members Check 21 - 22 F. Attachment Check 23 - 25 G. Racking Calculations 26 - 49 H. Module Spec Sheet 50 - 52 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Table of Content P-2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com A. Project Information P-3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Project Name:Samueli Academy-Bldg B Project Address:1909 N. Fairview St. Local Jurisdiction Santa Ana, CA Project #:1074220072 Project Engineer:Elie Sayegh, PE Gov. Codes:CBC 2022 | ASCE 7-16 | ACI 318-19 Risk Category:II Bldg. Classification:Enclosed Construction Type:VB Submittal Date: Submittal Label:3rd Submittal Wind Exposure:C S S 1.329 S MS 1.595 Wind Speed:105.0 F a 1.200 S DS 1.063 Importance Factor I e:1.25 S 1 0.472 S M1 NA SDC D F v 1.426 S D1 NA Site Classification:D - Default N/A Soils Information Site Specific Information 2/16/2024 A. Project Information Summary Description Project Data New installation of rooftop solar PV system over flat roof. Proceeding calculations are for the analysis of the existing building's adequacy to support the new system. Field to verify existing construction matches the design assumptions/basis. 02/16/24 P-4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 ASCE 7 Hazards Report Address: 1909 N Fairview St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.762721 Risk Category:III Longitude:-117.902796 Soil Class:D - Default (see Section 11.4.3) Elevation:99.4416954557562 ft (NAVD 88) Wind Results: Wind Speed 101 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Jun 05 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P-5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SS : 1.329 S1 : 0.472 F a : 1.2 F v : N/A SMS : 1.594 SM1 : N/A SDS : 1.063 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.677 F PGA : 1.2 Ie : 1.25 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Jun 05 2023 Page 2 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P-6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Snow Results: Ground Snow Load, p : 0 lb/ftg 2 Mapped Elevation: 99.4 ft Data Source: ASCE/SEI 7-16, Table 7.2-8 Date Accessed: Mon Jun 05 2023 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P-7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com B. Design Summary P-8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Racking System Proposed:Panel Claw FR 5 Racking System Type:Ballasted - Hybrid Reserved Capacity: 5.00 psf, maximum allowable dist. Load of PV system (see calc. section C) Max. Allowable Down Load:304 lbs, 118# DL and 310# WL - Combo D + 0.6W (see calc. section D & G) Max. Allowable System Wt:177 kips (see calc. section C) Typical Connection: 8 - #12 screws from racking system to roof sheathing Maximum Anticipated Shear:650 lbs (see calc. section G) Connection Shear Capacity:1510 lbs (see calc. section F) Maximum allowable Uplift:550 lbs (see calc. section G) Connection Uplift Capacity:806 lbs (see calc. section F) Lateral Loads Sections - IEBC & CBC Gravity Loads Sections - IEBC & CBC Live Loads - ASCE7-16 Chapter 4, Section 4.17 Lateral loads resisted by an (E) member or an (E) LFRS may be increased by up to 10% without a need to retrofit/assess the member or system. Gravity loads resisted by an (E) member may be increased by up to 5% without a need to retrofit/assess the member or system. When solar panels/arrays are installed/positioned 24" or less above the surface of the building roof or where proper signing restricting storage/access to below solar panels is present, repurposing the Live Load Capacity for solar Arrays is permissible. 2/16/2024 B. Results Summary, Assumptions & Conditions Solar System Description Client/Owner is planning to install rooftop solar arrays on the project site existing building(s). Summarized below are the maximum loads that may be imposed on the subject structure based on Motive's review of available & collected building data/information Applicable Building Code Excerpts Attachment Capacities (Not Required @ Fully Ballasted Systems) Permissible Array Loads DCR:68% 43%DCR: P-9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1. 2. 3. 4. 5. 6.Overflow roof drains/scuppers are provided & a ponding analysis is not required The Analysis provided herein is based on information collected from one or more of the following sources: existing building plans, data captured during site observations completed by Motive or outside consultant, photo evidence collected from drone footage. The structure(s) is in GOOD conditions and able to support and resist the loads it was originally designed for. Additionally, it is assumed that there has been no damages to the main Vertical and Lateral Systems and that structural retrofits are not required. It is the Owner's responsibility to maintain the building's good and safe conditions. Basis of Design Conditions & Assumptions The building(s) has not been altered when compared to its original construction and is in conformance with approved bldg. plans if such plans exist. Alternations include but are not limited to additions, re-roofing overlays, addition of roof supported MEP units or replacement of existing equipment with ones that are heavier, removal of bearing or non-bearing walls, replacement of existing finish with a heavier one, or story additions. The analysis provided in this submittal correspond to the (E) structure. All existing connections are assumed to have been designed to carry and transfer the load capacity/reactions of the members they are intended to support. The calculations are applicable to the addition of new solar arrays. Future additions or alterations shall be examined and approved by a professional engineer and shall account for P-10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com C. Existing Building Check P-11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Roof 20 psf reducible?N to:20 psf Max Repurposed LL:14.40 psf based on: Cd DEAD * Roof Live Load / Cd LIVE where CdDEAD is 0.9 and CdLIVE is 1.25 Used:5.00 psf (see panel claw calculations on section G.) Slope:0.25 12 Factor:1.00 Roofing: Sheathing: Insulation: Roof Framing: Ceiling Framing: Ceiling: MEP: Other: Other: Other: Construction: Other: Other:0.0 PSF Total:15.0 PSF NA 15.0 PSF 0.0 PSF 2x6 Stud Walls NA Total:15.6 PSF Weight Miscellaneous | 2 PSF MEP (3 PSF) 2.0 PSF 2.0 PSF 2.0 PSF 3.0 PSF Use:15.0 PSFEXT. WALL 2x6 Stud Walls Element Details 3.0 PSF 2.0 PSF 0.0 PSF 0.0 PSF 15.6 PSF Insulation 0.75 3.0 PSF 3.0 PSF 2.5 PSF 2.5 PSF 0.0 PSF0.0 PSF 0.8 PSF 0.8 PSF Roof Trusses at 24" o.c. NA 1/2" drywall 0.5 PSF 0.5 PSF 1/2" Structural Sheathing 1.8 PSF 1.8 PSF TPO Membrane 60-mil, Fully-Adhered Original Design Roof Live Load is 20 PSF. By live load replaced, the roof structure is capable of carrying a distributed solar load as calculated above. Dead Loads 2/16/2024 C. Existing Building Check Building Description 3-story Type VA structure with 1/2" thick sheathing min, 2x roof truss/rafters. Live Loads (ASCE 7) ROOF Element Details Weight Slope Adj. Weight 1/2" SHTG, 2x6 sub-purlins, bar joists, girders joists, and steel col. P-12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Building Roof Plan P-13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 80 ft 100 ft 8,000 sq.ft 350 ft 37 ft Total:177 kips 10% Maximum Allowable Additional Seismic Weight:18 kips 5.3 kipsTotal Solar Weight: Added Weight of Solar Panels is 5.3 kips < 17.69 kips, therefore Lateral System is Ok per EBC Section 403.4 Roof Mean Height: Element Area Weight (psf) Trib. Height (ft) Trib. Area (sq.ft) Building Seismic Weight & Lateral Check Roof Length: Roof Width: Roof Area: Ext. Wall 15.0 10.0 3,500 53 Weight (kips) Roof 15.6 NA 8,000 124 Ext. Wall Length: P-14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com D. Roof Sheathing Check P-15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg BEngineer:Elie Sayegh, PE Project No.:1074220072 Date: Pane Type:OSB Panel Span Rating:32/16 Struct I:YES Panel Width:4 ft Clear Span:22.5 in Span Direction:Parallel to strong Axis # of Spans:2 qty Bearing Width:1.5 in FbS ǁ: 445 lbf-in / ft of width Fv ǁ: 180 lbf/in of panel length Struc I Multiplier: 1 Struc I Multiplier: 1 FbS ꓕ: 165 lbf-in / ft of width Fv ꓕ: 180 lbf/in of panel length Struc I Multiplier: 1.5 Struc I Multiplier: 1 Cd:1.6 NDS Duration Factor, See NDS Section 2.3.2 Max. Moment M:0.184 k-ft Based on proceeding D.1 calculation Ma: 0.237 k-ft Allowable Moment = Panel Width (ft) x FbS (lb-in) / 12 / 1000 ) * Cd DCR: 78% Load Brg. Length:4.84 in Legs:2 Total Length:9.68 in Max. Shear V:0.442 kips Based on proceeding D.2 calculation Va: 1.742 kips DCR: 25% Max computed shear is encountered when base falls over intermediate sub-perlin with racking legs straddling the purlin. See proceeding D.2 calculation Therefore Panel Bending is Acceptable Therefore Panel Bending is Acceptable 1/10/2023 D. Roof Sheathing Check Geometry Panel Characteristics Per NDS/AWC Panel Bending Strength, AWC Manual Table M9.2-1 Panel Shear Strength, AWC Manual Table M9.2-4 Panel Bending Check: Panel Shear Check: Sheathing & Panel orientations are parallel. Sheathing spans in the E-W direction between RT spaced @ 24" o.c. (see plans). PV support (group of 3 supports) are spaced at 41.34" & 49.09" o.c. alternating in the E-W direction & the supports are spaced at ~40"/47"/40" o.c. in the N-S direction. Each support consist of 2 legs. Maximum computed moment is encountered when one of the base leg(s) falls at mid-span of a 2' bay. P-16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.23.05.25 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:D.1 - 2 supports within spans. PV & SHTG ARE PARALLEL. Project File: Structural Calcs.ec6 Project Title:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project ID:1,074,220,072 Project Descr:Building B General Beam Properties Elastic Modulus ksi1.50 1.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft 1.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft 1.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft 1.0Span #4 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0040 k/ft, Tributary Width = 8.0 ft Load(s) for Span Number 2 Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (1/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (2/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (3/3)) Load(s) for Span Number 4 Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (1/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (2/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.9375 ft, (Panel Claw - Base 1, Left Leg (3/3)) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 4 Location of maximum on span 0.957 ft 0.3011 k Span # where maximum occurs Location of maximum on span Span # 3 Load Combination +D+0.60W Maximum Shear = 1.875 ft 0.184 k-ft Maximum Deflection Max Downward Transient Deflection 44.974 in 0 Max Upward Transient Deflection -30.725 in 0 Max Downward Total Deflection 44.924 in 0 Max Upward Total Deflection -29.299 in 0 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 1.88 ft 1 -0.08 0.08 0.27 Dsgn. L = 1.88 ft 2 0.16 -0.08 0.16 0.27 Dsgn. L = 1.88 ft 3 -0.00 -0.08 0.08 0.30 Dsgn. L = 1.88 ft 4 0.18 -0.08 0.18 0.30 D Only Dsgn. L = 1.88 ft 1 0.00 -0.04 0.04 0.13 Dsgn. L = 1.88 ft 2 0.06 -0.04 0.06 0.13 Dsgn. L = 1.88 ft 3 -0.00 -0.04 0.04 0.14P-17 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.23.05.25 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:D.1 - 2 supports within spans. PV & SHTG ARE PARALLEL. Project File: Structural Calcs.ec6 Project Title:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project ID:1,074,220,072 Project Descr:Building B Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 1.88 ft 4 0.08 -0.04 0.08 0.14 +D+0.60W Dsgn. L = 1.88 ft 1 -0.08 0.08 0.27 Dsgn. L = 1.88 ft 2 0.16 -0.08 0.16 0.27 Dsgn. L = 1.88 ft 3 -0.00 -0.08 0.08 0.30 Dsgn. L = 1.88 ft 4 0.18 -0.08 0.18 0.30 +D+0.450W Dsgn. L = 1.88 ft 1 -0.07 0.07 0.24 Dsgn. L = 1.88 ft 2 0.13 -0.07 0.13 0.24 Dsgn. L = 1.88 ft 3 -0.00 -0.07 0.07 0.26 Dsgn. L = 1.88 ft 4 0.16 -0.07 0.16 0.26 +0.60D+0.60W Dsgn. L = 1.88 ft 1 -0.07 0.07 0.22 Dsgn. L = 1.88 ft 2 0.13 -0.07 0.13 0.22 Dsgn. L = 1.88 ft 3 -0.00 -0.07 0.07 0.25 Dsgn. L = 1.88 ft 4 0.15 -0.07 0.15 0.25 +0.60D Dsgn. L = 1.88 ft 1 0.00 -0.02 0.02 0.08 Dsgn. L = 1.88 ft 2 0.04 -0.02 0.04 0.08 Dsgn. L = 1.88 ft 3 -0.00 -0.02 0.02 0.08 Dsgn. L = 1.88 ft 4 0.05 -0.02 0.05 0.08 P-18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.23.05.25 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:D.2 - 3 supports within spans. PV & SHTG ARE PARALLEL. Project File: Structural Calcs.ec6 Project Title:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project ID:1,074,220,072 Project Descr:Building B General Beam Properties Elastic Modulus ksi1.50 1.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft 1.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft 1.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft 1.0Span #4 in^4Area =in^2 Moment of Inertia =Span Length =48.01.875 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0040 k/ft, Tributary Width = 8.0 ft Load(s) for Span Number 1 Point Load : D = 0.0590, W = 0.1550 k @ 0.330 ft, (Panel Claw - Base 1, Left Leg (1/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.330 ft, (Panel Claw - Base 1, Left Leg (2/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.330 ft, (Panel Claw - Base 1, Left Leg (3/3)) Load(s) for Span Number 3 Point Load : D = 0.0590, W = 0.1550 k @ 0.330 ft, (Panel Claw - Base 1, Left Leg (1/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.330 ft, (Panel Claw - Base 1, Left Leg (2/3)) Point Load : D = 0.0590, W = 0.1550 k @ 0.330 ft, (Panel Claw - Base 1, Left Leg (3/3)) Load(s) for Span Number 4 Point Load : D = 0.0590, W = 0.1550 k @ 1.670 ft, (Panel Claw - Base 1, Left Leg (1/3)) Point Load : D = 0.0590, W = 0.1550 k @ 1.670 ft, (Panel Claw - Base 1, Left Leg (2/3)) Point Load : D = 0.0590, W = 0.1550 k @ 1.670 ft, (Panel Claw - Base 1, Left Leg (3/3)) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 0.344 ft 0.4029 k Span # where maximum occurs Location of maximum on span Span # 4 Load Combination +D+0.60W Maximum Shear = 1.875 ft 0.124 k-ft Maximum Deflection Max Downward Transient Deflection 33.006 in 0 Max Upward Transient Deflection -17.266 in 1 Max Downward Total Deflection 35.401 in 0 Max Upward Total Deflection -16.104 in 1 .Maximum Forces & Stresses for Load Combinations P-19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.23.05.25 Motive Energy Inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:D.2 - 3 supports within spans. PV & SHTG ARE PARALLEL. Project File: Structural Calcs.ec6 Project Title:Samueli Academy-Bldg B Engineer:Elie Sayegh, PE Project ID:1,074,220,072 Project Descr:Building B Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 1.88 ft 1 0.12 -0.04 0.12 0.38 Dsgn. L = 1.88 ft 2 -0.00 -0.05 0.05 0.40 Dsgn. L = 1.88 ft 3 0.08 -0.06 0.08 0.40 Dsgn. L = 1.88 ft 4 0.08 -0.06 0.08 0.40 D Only Dsgn. L = 1.88 ft 1 0.05 -0.02 0.05 0.16 Dsgn. L = 1.88 ft 2 -0.00 -0.02 0.02 0.17 Dsgn. L = 1.88 ft 3 0.03 -0.03 0.03 0.17 Dsgn. L = 1.88 ft 4 0.03 -0.03 0.03 0.17 +D+0.60W Dsgn. L = 1.88 ft 1 0.12 -0.04 0.12 0.38 Dsgn. L = 1.88 ft 2 -0.00 -0.05 0.05 0.40 Dsgn. L = 1.88 ft 3 0.08 -0.06 0.08 0.40 Dsgn. L = 1.88 ft 4 0.08 -0.06 0.08 0.40 +D+0.450W Dsgn. L = 1.88 ft 1 0.11 -0.04 0.11 0.33 Dsgn. L = 1.88 ft 2 -0.00 -0.04 0.04 0.34 Dsgn. L = 1.88 ft 3 0.07 -0.05 0.07 0.34 Dsgn. L = 1.88 ft 4 0.07 -0.05 0.07 0.34 +0.60D+0.60W Dsgn. L = 1.88 ft 1 0.10 -0.03 0.10 0.32 Dsgn. L = 1.88 ft 2 -0.00 -0.04 0.04 0.33 Dsgn. L = 1.88 ft 3 0.07 -0.05 0.07 0.33 Dsgn. L = 1.88 ft 4 0.07 -0.05 0.07 0.33 +0.60D Dsgn. L = 1.88 ft 1 0.03 -0.01 0.03 0.10 Dsgn. L = 1.88 ft 2 -0.00 -0.01 0.01 0.10 Dsgn. L = 1.88 ft 3 0.02 -0.02 0.02 0.10 Dsgn. L = 1.88 ft 4 0.02 -0.02 0.02 0.10 P-20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com E. Roof Members Check P-21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg BEngineer:Elie Sayegh, PE Project No.:1074220072 Date: Member:Roof Truss Spacing:2 ft o.c. Span:50 ft Roof Live Load:20 psf Area Tributary: 100 ft2 KLL:2 Interior Beams (ASCE 7-16, Table 4.7-1) Reduced Live Load:20.0 > than 5.0 PSF, therefore member ok by live load replacement. Member Check:Ok 1/10/2023 E. Roof Members Check Truss Roof Trusses at 24" o.c. P-22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com F. Attachment Check P-23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg BEngineer:Elie Sayegh, PE Project No.:1074220072 Date: Maximum Anticipated Horizontal Loads:650 lbs Maximum Anticipated Vertical Uplift:550 lbs Proposed Screw:#12 wood or metal screws Factor of Safety:5.0 (FS) Cd:1.6 Allow. Shear:590 Per APA E830 E, Table 1 - Va Shear Capacity, min 1/2" depth of thread penetration, Unfactored Capacity * Cd/ FS:188.8 lbs Allow. Withdrawal:315 Per APA E830 E, Table 3 - Ta Withdrawal Capacity, min 1/2" depth of thread penetration, Unfactored Capacity * Cd/ FS:100.8 lbs Qty of Screws:8 Total Shear Capacity:1510 lbs Shear DCR:43% Total Uplift Capacity:806 lbs Uplift DCR:68% 1/10/2023 F. Attachment Check APA E830 - Table 1 : Metal to Plywood Connections (Ultimate Lateral Capacity) Therefore, 8 - #12 wood or metal screws are adequate to resist horizontal and uplift loads Maximum Loads: Racking - Screw Attachement Racking - Required Qty of Screws P-24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 APA E830 - Table 3 : Metal to Plywood Connections (Ultimate Withdrawal Capacity) P-25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com G. Racking Calculations P-26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Partner Name:Messi Project Name:Samueli Academy Bldg B Project Location:1909 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 06/26/2023 APPROVED FOR CONSTRUCTION P-27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Table of Contents Section:Page # 06/26/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.4 Vertical Seismic Force Check:15 P-28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. 06/26/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-29 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information: 1.1 General: Project Name:Samueli Academy Bldg B Project Location:1909 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Module:ZNSHINE SOLAR ZXM7-SHLDD144-540/M Module Weight:73.85 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 40 5.3 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 TBD 0.64 06/26/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-30 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:IBC 2018 Risk Cat.:III Basic Wind Speed (V):105 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.328 1s Spectral Response (5%) (S1):0.472 Ie:1.25 Ip:1 06/26/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-31 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 06/26/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-32 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =105 mph (ASCE, Figure 26.5-1B) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =1.04 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =1.00 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =24.95 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 40 26.13 24.95 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 06/26/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-33 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 40 3,954 5,258 99 1,318 3.00 3.99 100.00 Yes Total:  40 3,954 lbs.5,258 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 06/26/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-34 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 15,080 5,258 525 17,602 2.53 OK Total:15,080 lbs.5,258 lbs. 17,602 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 06/26/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-35 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 6,323 1,855 5,258 650 29,250 6.24 OK Total:6,323 lbs.1,855 lbs.5,258  29,250 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 06/26/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-36 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =24.95 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 623 lbs./module WLin(with snow) = 208 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 06/26/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-37 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 99 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 623 lbs./module WLin (with snow) = 208 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 47 141 71 Interior 2 118 304 164 2nd From North 3 92 279 139 North 4 91 185 115 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 3 8 4 Interior 2 6 17 9 2nd From North 3 5 15 8 2 North 4 5 10 6 South 1 1 4 2 Interior 2 3 8 4 2nd From North 3 2 8 4 4 North 4 2 5 3 Table 6.1-B Max Point Load Summary (psi) 06/26/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-38 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.328 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.472 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.594 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.863 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.062 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.575 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 06/26/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-39 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 5,258 2,681 0 1,877 3 29,250 45 Yes Totals:5,258 lbs 2,681 lbs.0 lbs.1,877 lbs.3 29,250 45 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 06/26/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-40 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 5,258 1,117 3,155 -2,373 0 17,602 45 Yes Total:5,258 lbs.1,117 lbs.3,155 lbs.-2,373 lbs.0 17,602 45 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 06/26/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-41 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A Appendix A16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-42 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-43 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-44 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-45 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-46 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-47 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-48 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.comP-49 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 H. Module Spec Sheet 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P-50 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P-51 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P-52 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Elie Sayegh, PE Local Jurisdiction: Santa Ana, CA Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Structural Calculations - Roofmount 3rd Submittal Friday, February 16, 2024 1909 N. Fairview St. Samueli Academy-Bldg C P-1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 3 - 7 B. Gravity Check 8 - 9 C. Lateral Check 10 - 11 D. Attachment Check 12 - 13 E. Racking Calculations Excerpts 14 - 25 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Table of Content P-2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com A. Project Information P-3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg C Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Project Name:Samueli Academy-Bldg C Project Address:1909 N. Fairview St. Local Jurisdiction Santa Ana, CA Project #:1074220072 Project Engineer:Elie Sayegh, PE Gov. Codes:CBC 2022 | ASCE 7-16 | ACI 318-19 Risk Category:II Bldg. Classification:Enclosed Type of Construction:VB Submittal Date: Submittal Label:3rd Submittal Wind Exposure:C S S 1.329 S MS 1.595 Wind Speed:105.0 F a 1.200 S DS 1.063 Importance Factor I e:1.25 S 1 0.472 S M1 0.673 SDC D F v 1.426 S D1 0.449 Site Classification:D - Default Panel Name:ZXM7 - SHLDD144 Panel Weight:73.9 lbs Panel Area:27.8 sq.ft Panel Area Weight:2.97 psf No. of Panels:81 Max Anchor Spcg':5.3 ft o.c. # of Rows Per Panel:2 # of Rows Per Panel:27-45 deg 2/16/2024 Site Specific Information 2/16/2024 A. Project Information Summary Description Project Data New installation of rooftop solar PV system over pitched roof. Proceeding calculations are for the analysis of the existing building's adequacy to support the new system. Field to verify existing construction matches the design assumptions/basis. PV Information P-4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 ASCE 7 Hazards Report Address: 1909 N Fairview St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.762721 Risk Category:III Longitude:-117.902796 Soil Class:D - Default (see Section 11.4.3) Elevation:99.4416954557562 ft (NAVD 88) Wind Results: Wind Speed 101 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Jun 05 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P-5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SS : 1.329 S1 : 0.472 F a : 1.2 F v : N/A SMS : 1.594 SM1 : N/A SDS : 1.063 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.677 F PGA : 1.2 Ie : 1.25 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Jun 05 2023 Page 2 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P-6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Snow Results: Ground Snow Load, p : 0 lb/ftg 2 Mapped Elevation: 99.4 ft Data Source: ASCE/SEI 7-16, Table 7.2-8 Date Accessed: Mon Jun 05 2023 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P-7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com B. Gravity Check P-8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg C Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Roof LLr1 20 psf reducible?N to:20 psf Max Repurposed LL:14.40 psf based on: Cd DEAD * Roof Live Load / Cd LIVE where Cd DEAD is 0.9 and Cd LIVE is 1.25 Roof LLr2 Proposed:0 psf Per ASCE7-16 Chapter 4, Section 4.17 Slope:3 12 Factor:1.03 Roofing: Sheathing: Insulation: Roof Framing: Ceiling Framing: Ceiling: Other: Other: Other: Other: Panels DL: 3.0 psf A roof :5376 sq.ft. DL r1 Current: 16.0 psf A arrays :2252 sq.ft. DL r2 Proposed: 18.9 psf Total (E) Load: Wex = (DLr1 + LLr) Aroof = 193.4 kips Total Prop. Load Wprop = (DLr1 + LLr ) (Aroof - Aarrays) + (DLr2 Proposed + LLr Proposed) (Aarray)= 155.1 kips ( Wprop - Wrex ) / Wex = -19.8% Reduction in Total Gravity Loads, PV Addition is Acceptable Additionally DL not exceeding the above calculated repurposed LL is acceptable. See further calculations for additional justifications. Proposed Loads: DL r1:16.0 PSF Miscellaneous | 1 PSF Miscellaneous | 1 PSF 2x10 @ 16" o.c. 1/2" drywall 1.0 PSF 0.0 PSF 1.0 PSF 1.0 PSF 0.0 PSF 1.0 PSF 0.0 PSF 0.0 PSF 15.5 PSF Insulation 0.75 3.0 PSF 3.1 PSF 2.5 PSF 2.6 PSF 2.0 PSF1.9 PSF 1.3 PSF 1.3 PSF Roof Trusses at 24" o.c. 3.0 PSF 3.1 PSF 1/2" Structural Sheathing 1.8 PSF 1.9 PSF Asphalt Comp Shingles Dead Loads 2/16/2024 B. Gravity Building Description 1-story type V structure with 1/2" thick sheathing min, 2x roof truss/rafters. Live Loads (ASCE 7) ROOF Element Details Weight Slope Adj. Weight 1/2 or 5/8" SHTG, 2x4/6 sub-purlins, bar joists, girders joists, and steel col. P-9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com C. Lateral Check P-10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg C Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Total Roof Existing Seismic Weight Weq existing = 85.9 kips Total Added Seismic Weight of Solar We solar = 6.690 kips Percent of Weq Increase due to solar = 7.8% < 10%ok! PER C.E.B.C. 502.5 EXCEPTION, STRUCTURE DOES NOT REQUIRE SEISMIC RETROFIT, PANELS OK! 2/16/2024 C. Lateral Check Building Seismic Weight & Lateral Check Building Roof Plan P-11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com D. Attachment Check P-12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg CEngineer:Elie Sayegh, PE Project No.:1074220072 Date: Gov. Load Combo:0.6 DL - 0.6W Load Combination Governing Uplift Loads (eq. 16-15 for ASD) P uplift :637.0 lbs See proceeding IronRidge Report Framing Material:Doug Fir Larch Attachment:5/16" Diameter Lag Screws Diameter:5/16 in Penetration Depth:2.5 in Into framing material Withdrawal Capacity:266 lbs/in Capacity per in of Embedment. See NDS Table 11.2A. C D :1.6 NDS Table 2.3.2 Load Duration Factor for Short Duration Loads (Wind) C t :0.8 NDS Table 2.3.3 Temperature Factor P allowable :851 P uplift / P allowable :75%OK! 1/10/2023 D. Attachment Check Attachment Configuration Refer to proceeding section E for governing uplift loads onto existing structure: Use (1) 5/16" Diag. Lag Screws with 2.5" Penetration into Framing member Less than 100%, Therefore Attachment is Adequate. P-13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com E. Racking Calculations Excerpts P-14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 1 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM System Weight Total system weight 6,651.2 lbs Weight/attachment 42.1 lbs Racking weight 669.4 lbs Distributed weight 2.9 psf Load Assumptions Wind exposure C Wind speed 102 mph Ground snow load 0 psf Attachment spacing portrait 4.3333' Site Elevation 117.0 ft SDS 1.067 Project Details Name 1901 North Fairview Street (Building C)Date 06/12/2023 Location 1901 North Fairview Street, Santa Ana, CA 92706 Total modules 81 Module ZNSHINE SOLAR: ZXM7-SHLDD144-540 (30mm)Total watts 43,740 Dimensions Dimensions: 89.69" x 44.65" x 1.18" (2278.0mm x 1134.0mm x 30.0mm)Attachments 158 ASCE 7-16 Rails per row 2 Roof Information Roof Material Family Comp Shingle Roof material Comp Shingle Building height 30 ft Roof attachment Flashfoot2 Staggered attachments No Roof slope 12 °Attachment hardware Square Risk category III Roof shape Gable Specific gravity 0.5 P-15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 2 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Span Details XR100 - Portrait Zone Module Position Max span Max cantilever Zone 1/2e Normal 8' 5"3' Exposed 8'3' Zone 2n/2r/3e Normal 8' 4"3' Exposed 6' 3"2' 6" Zone 3r Normal 7' 4"2' 11" Exposed 5' 7"2' 3" Reaction Forces XR100 - Portrait Zone Module Position Uplift (PSF) Down (lbs) Uplift (lbs) Lateral (lbs) Zone 1/2e Normal 15.1 206 299 41 Exposed 22.6 206 464 41 Zone 2n/2r/3e Normal 21.1 206 414 41 Exposed 31.6 206 637 41 Zone 3r Normal 24.9 206 501 41 Exposed 37.4 206 767 41 P-16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 3 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Roof Section 1 Details Weights Panels: 81 Provided rail: 690' [42 x 168", 6 x 204"]Total weight: 6,651.2 lbs Rail orientation: East-West Attachments: 158 Weight/attachment: 42.1 lbs Panel orientation: Portrait Splices: 22 Total Area: 2,288.4 sq ft Entry type: Graphical Clamps: 188 Distributed weight: 2.9 psf Diagram Segments Identifier Columns Row length Rail length Cantilever Rail Attachments Splices Clamps A 7 26' 5"26' 5"2"56' [4 x 168"]14 2 16 Row segment totals (x 5) →280' [20 x 168"]70 10 80 B 4 15' 2"15' 2"1' 1"34' [2 x 204"]8 0 10 C 12 45' 2"45' 2"11"96' [2 x 168", 4 x 204"]22 4 26 D 6 22' 8"22' 8"6"56' [4 x 168"]12 2 14 E 2 7' 8"7' 8"1' 8"28' [2 x 168"]4 0 6 F 3 11' 5"11' 5"1' 4"28' [2 x 168"]6 0 8 101' 5" 45' P-17 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 4 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Row segment totals (x 2) →56' [4 x 168"]12 0 16 G 5 18' 11"18' 11"9"56' [4 x 168"]10 2 12 H 11 41' 5"41' 5"1' 2"84' [6 x 168"]20 4 24 P-18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 5 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Side View (portrait) 12° BUILDING STRUCTURE ROOF MEMBRANE FLASHFOOT2 RAIL PV MODULE Front View (portrait) ATTACHMENT SPAN 4.3333’ BUILDING STRUCTURE ROOF MEMBRANE FLASHFOOT2 RAIL PV MODULE P-19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 6 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Splice Details INTERNAL SPLICE SIDE-FACING SLOT TOP-FACING SLOT XR100 XR100 RAIL BONDING SPRING XR100 INTERNAL SPLICE Splice Connection Clamp Detail Mid Clamp, Plan UNIVERSAL FASTENING OBJECT PV MODULE FRAME Mid Clamp, Front RAIL PV MODULE FRAME UNIVERSAL FASTENING OBJECT End Clamp, Plan STOPPER SLEEVE UNIVERSAL FASTENING OBJECT PV MODULE FRAME RAIL 1” End Clamp, Front PV MODULE FRAME RAIL UNIVERSAL FASTENING OBJECT STOPPER SLEEVE1” FlashFoot2 Detail 1 2 " 8 " P la n Vie w 1 3 4 " 3 8 " Sid e Vie w P e r s p e ct ive Vie w 1 3 4 " 3 3 8 " 1 4 " Fr o n t Vie w P-20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 7 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Grounding Diagram * Grounding Lugs and Wire are not required in systems using Enphase microinverters. UFO Clamp Fault Current Ground Path Min 10 AWG Copper Wire * Grounding Lug * Bonded Splice (Rail Connection) P-21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1901 North Fairview Street (Building C) (#1172500) pitched roof 28357 INDUSTRIAL BLVD., HAYWARD, CA 94545 Page 8 of 8 Last updated by Elie Sayegh on 06/12/23 01:32 PM Bill of Materials Part Spares Total Qty Rails & Splices XR-100-204A XR100, Rail 204" Clear 0 6 XR-100-168A XR100, Rail 168" Clear 0 42 XR100-BOSS-01-M1 Bonded Splice, XR100 0 22 Clamps & Grounding UFO-CL-01-A1 Universal Module Clamp, Clear 0 188 UFO-STP-30MM-M1 Stopper Sleeve, 30MM, Mill 0 52 XR-LUG-03-A1 Grounding Lug, Low Profile 0 13 Attachments FF2-02-M2 FlashFoot2, Mill 0 158 BHW-SQ-02-A1 Square-Bolt Bonding Hardware 0 158 Accessories FM-CM-001-B Kit, 4 pcs, Conduit Mount, Black 0 1 P-22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 © 2022 IRONRIDGE, INC. VERSION 3.8 FLUSH MOUNT INSTALLATION MANUAL - 3 ATTACHM e NTS BONDING HARDWAR e TORQUe VALUe S Please refer to each attachment's individual section for full details on all torque values and instructions. ☐3/8" Bonding Hardware Nuts (7/16" Socket): 250 in-lbs ☐All Tile Hook Carriage Bolts (7/16" Socket): 132 in-lbs ☐Flat Roof Attachment Nuts (9/16” Socket): 250 in-lbs ☐Lynx Set Screw (3/16" Hex Drive): 150 in-lbs ☐Lynx Flange Nut (1/2" Socket): 150 in-lbs ➢If using previous version of Integrated Grounding Mid Clamps, end Clamps, expansion Joints and for a list of approved 3rd party components please refer to Alternate Components Addendum (Version 1.9) ATTACHM e NTS QM L-MountFlashVue QM Quick Hook and Flashing (optional) QM QBase Tile A A B B C C D D E E F F 8 8 7 7 6 6 5 5 4 4 3 3 2 2 1 1 All Tile Hook and Flashing (optional) FlashFoot2 COMPOSITION SHINGL e TILe QM Tile Replacement QM Classic Comp MountQM QBase QM QBase MountFlat Roof Attachment LOW SLOPe ROOF QM Classic Mount Shake QM Qbase Shake - Slate - Metal Shingle ADDITIONAL ROOF TYP e S PRe-INSTALLATION ☐Verify module compatibility. See Page 21 for info. TOOLS Re QUIR e D ☐Cordless Drill (non-impact) ☐Impact Driver (for lag bolts) ☐Torque Wrench (0-250 in-lbs) ☐7/16” Socket ☐1/2" Socket ☐9/16" Socket ☐7/32" Drill Bit ☐3/8" Socket ☐1/8" Drill Bit ☐1/4" Drill Bit ☐T30 Bit ☐Channel Lock Pliers ☐#3 Phillips Bit ☐ 3/16" Hex Bit QM Lynx Metal Roof Attachment QM Tile Conduit Penetration Knockout Tile HUG (Halo UltraGrip) P-23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 © 2022 IRONRIDGE, INC. VERSION 3.8 FLUSH MOUNT INSTALLATION MANUAL - 4 COMPON e NTS BONDING HARDWARe TORQU e VALUeS Please refer to each attachment's individual section for full details on all torque values and instructions. ☐Universal Fastening Object (7/16" Socket): 80 in-lbs ☐Rail Grounding Lug Nut (7/16" Socket): 80 in-lbs ☐Module Grounding Lug ☐Grounding Nut (7/16" Socket): 60 in-lbs ☐Grounding Lug Terminal Screws (7/16" Socket): 20 in-lbs ☐Microinverter Kit Nuts (7/16" Socket): 80 in-lbs ☐Frameless Module Kit Nuts (7/16" Socket): 80 in-lbs ☐3/8" Bonding Hardware Nuts (7/16" Socket): 250 in-lbs ☐Contour Clamp (T-30 Torx Bit): 80 in-lbs ➢Unless otherwise noted, all components have been evaluated for multiple use. They can be uninstalled and reinstalled in the same or new location. COMPONeNTS XR Rail UFO and Stopper Sleeve (30-46MM)CAMO Rail Grounding Lug 8" Bonding Jumper Single Use Only End Cap JAYBOX 3/8" Bonding HardwareMicroinverter Kit Frameless Module KitFrameless End/Mid Clamp QM Classic Conduit Comp Mount QM Tile Conduit Mount PRe-INSTALLATION ☐Verify module compatibility. See Page 21 for info. TOOLS Re QUIR e D ☐Cordless Drill (non-impact) ☐Impact Driver (for lag bolts) ☐Torque Wrench (0-250 in-lbs) ☐7/16” Socket ☐1/2" Socket ☐9/16" Socket ☐7/32" Drill bit ☐1/8" Drill bit ☐1/4" Drill bit ☐T30 Torx Bit ☐Channel Lock Pliers ☐#3 Phillips Bit ☐Paddle Bit Ironridge L-Foot and QM L-Foot BOSS Module Grounding Lug Wire Clip Contour Trim Contour Clamp QM Composition Conduit Penetration P-24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 Group 1 Group 2 Group 3 8‐20 112 112 101 96 96 96 79 79 79 77 77 77 72 72 72 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 112 86 77 80 67 61 21‐27 110 110 110 93 93 93 79 79 79 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 110 96 88 88 73 68 28‐45 107 107 107 92 92 92 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 107 98 87 86 78 72 8‐20 112 105 96 96 96 96 79 79 79 77 77 77 72 72 72 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 104 80 72 75 64 56 21‐27 110 110 107 93 93 93 79 79 79 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 108 87 82 83 69 64 28‐45 107 107 103 92 92 92 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 104 92 82 82 74 67 8‐20 112 98 87 96 96 87 79 79 79 77 77 77 72 72 72 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 96 75 66 72 60 48 21‐27 110 106 100 93 93 93 79 79 79 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 101 82 76 79 65 61 28‐45 107 107 97 92 92 92 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 98 87 78 77 72 64 8‐20 112 92 82 96 92 82 79 79 79 77 77 77 72 72 72 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 88 72 64 66 54 42 21‐27 110 99 96 93 93 93 79 79 79 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 96 77 72 75 61 57 28‐45 107 103 92 92 92 92 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 96 83 73 73 67 60 8‐20 112 86 77 96 86 77 79 79 77 77 77 77 72 72 72 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 81 66 58 64 48 38 21‐27 110 96 88 93 93 88 79 79 79 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 90 72 67 72 58 50 28‐45 107 98 88 92 92 88 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 88 78 72 72 64 57 8‐20 106 81 72 96 81 72 79 79 72 77 77 72 72 72 72 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 75 64 50 59 42 33 21‐27 109 88 83 93 88 83 79 79 79 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 85 69 64 68 54 44 28‐45 106 96 83 92 92 83 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 83 75 66 67 61 53 8‐20 98 77 69 96 77 69 79 77 69 77 77 69 72 72 69 64 64 64 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 72 58 42 55 38 30 21‐27 104 84 78 93 84 78 79 79 78 78 78 78 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 81 65 60 65 48 39 28‐45 101 89 79 92 89 79 79 79 79 78 78 78 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 79 72 64 64 58 48 8‐20 86 69 61 86 69 61 79 69 61 77 69 61 72 69 61 64 64 61 58 58 58 54 54 54 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 64 44 32 48 32 26 21‐27 96 76 72 93 76 72 79 76 72 78 76 72 72 72 72 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 74 58 48 60 39 32 28‐45 92 82 72 92 82 72 79 79 72 78 78 72 72 72 72 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 72 65 57 58 51 38 8‐20 76 64 51 76 64 51 76 64 51 76 64 51 72 64 51 64 64 51 58 58 51 54 54 51 51 51 51 48 48 48 48 48 48 44 44 44 42 42 42 56 33 27 40 26 22 21‐27 86 69 64 86 69 64 79 69 64 78 69 64 72 69 64 64 64 64 59 59 59 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 67 45 33 54 32 26 28‐45 84 75 66 84 75 66 78 75 66 77 75 66 72 72 66 66 66 66 64 64 64 58 58 58 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 65 59 45 51 42 32 8‐20 68 55 39 68 55 39 68 55 39 68 55 39 68 55 39 64 55 39 58 55 39 54 54 39 51 51 39 48 48 39 48 48 39 44 44 39 42 42 39 48 28 24 35 24 19 21‐27 79 64 58 79 64 58 79 64 58 78 64 58 72 64 58 64 64 58 59 59 58 55 55 55 52 52 52 49 49 49 48 48 48 44 44 44 43 43 43 64 35 27 48 28 21 28‐45 77 72 61 77 72 61 76 72 61 75 72 61 72 72 61 64 64 61 61 61 61 57 57 57 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 60 52 35 41 35 27 8‐20 64 42 32 64 42 32 64 42 32 64 42 32 64 42 32 64 42 32 58 42 32 54 42 32 51 42 32 48 42 32 48 42 32 44 42 32 42 42 32 39 24 20 32 20 17 21‐27 73 58 45 73 58 45 73 58 45 73 58 45 72 58 45 64 58 45 59 58 45 55 55 45 52 52 45 49 49 45 48 48 45 44 44 44 43 43 43 57 29 24 41 24 17 28‐45 72 64 57 72 64 57 72 64 57 72 64 57 67 64 57 64 64 57 59 59 57 56 56 56 54 54 54 51 51 51 49 49 49 48 48 48 45 45 45 54 41 29 35 30 24 8‐20 58 33 27 58 33 27 58 33 27 58 33 27 58 33 27 58 33 27 58 33 27 54 33 27 51 33 27 48 33 27 48 33 27 44 33 27 42 33 27 33 22 18 27 18 15 21‐27 68 48 35 68 48 35 68 48 35 68 48 35 68 48 35 64 48 35 59 48 35 55 48 35 52 48 35 49 48 35 48 48 35 44 44 35 43 43 35 49 26 19 36 21 15 28‐45 66 60 48 66 60 48 66 60 48 66 60 48 66 60 48 64 60 48 58 58 48 55 55 48 53 53 48 51 51 48 49 49 48 48 48 48 45 45 45 42 33 25 30 27 20 8‐20 53 32 26 53 32 26 53 32 26 53 32 26 53 32 26 53 32 26 53 32 26 53 32 26 51 32 26 48 32 26 48 32 26 44 32 26 42 32 26 32 20 17 25 17 14 21‐27 65 42 32 65 42 32 65 42 32 65 42 32 65 42 32 64 42 32 59 42 32 55 42 32 52 42 32 49 42 32 48 42 32 44 42 32 43 42 32 45 24 18 34 20 14 28‐45 64 58 42 64 58 42 64 58 42 64 58 42 64 58 42 61 58 42 58 58 42 55 55 42 53 53 42 50 50 42 49 49 42 48 48 42 45 45 42 36 32 24 28 25 18 8‐20 49 29 24 49 29 24 49 29 24 49 29 24 49 29 24 49 29 24 49 29 24 49 29 24 49 29 24 48 29 24 48 29 24 44 29 24 42 29 24 29 19 16 24 16 13 21‐27 64 38 29 64 38 29 64 38 29 64 38 29 64 38 29 64 38 29 59 38 29 55 38 29 52 38 29 49 38 29 48 38 29 44 38 29 43 38 29 42 24 17 32 19 13 28‐45 61 55 38 61 55 38 61 55 38 61 55 38 61 55 38 60 55 38 57 55 38 54 54 38 52 52 38 50 50 38 48 48 38 48 48 38 45 45 38 33 29 22 27 24 17 = min 72" span = min 64" span = min 48" span *= Note: additional installation requirement for CAMO module clamp.  See Note 10 on Page 3 for details.REV 02/09/2021  = Shaded cells indicate conditions in which UFO Mid Clamp connection capacity is exceeded.  See Note 9 on page 2 for details.  Exposed Mod. Edge Mod. Gable Roof Flush Mount System Span Table (inches) ‐ Portrait or Landscape Installation **Max Module Length: 92.5", Max Module SF: 29.5 SF   Exposure C Rail:  XR100 Wind  Speed  (mph) Roof  Slope   (deg.) Ground Snow: 0 psf 10 psf 20 psf 30 psf 40 psf 50 psf 120 psf*100 psf*110 psf* 110  mph 60 psf 70 psf*80 psf*90 psf* 90  mph 95  mph 100  mph 105  mph 170  mph 175  mph 180  mph 115  mph 120  mph 130  mph 140  mph 150  mph 160  mph **Wind pressure loads used to generate the span tables for modules with maximum lengths of 86” and 92.5” are based on the wind tunnel study “Design Wind Loads for Solar Modules Mounted Parallel to the Roof of a Low-rise Building”1, referenced in ASCE 7-16 Section 29.4.4. 1.1. Sarah E. Stenabaugh 2015 Design Wind Loads for Solar Modules Mounted Parallel to the Roof of a Low-rise Building, University of Western Ontario, Ph.D Program Dissertation.P-25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Elie Sayegh, PE Local Jurisdiction: Santa Ana, CA Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 | 2021 NDS 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Structural Calculations 3rd Submittal 1909 N Fairview St. Samueli Academy-Bldg E Friday, February 16, 2024 P- 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 3 - 7 B. Design Summary 8 - 10 C. Existing Building Check 11 - 13 D. Roof & Attachment Check 14 - 22 E. Racking Calculations 23 - 72 F. Module DataSheet 73 - 75 G. Roof Data 76 - 78 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Table of Content P- 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com A. Project Information P- 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg E Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Project Name:Samueli Academy-Bldg E Project Address:1909 N Fairview St. Local Jurisdiction Santa Ana, CA Project #:1074220072 Project Engineer:Elie Sayegh, PE Gov. Codes:CBC 2022 | ASCE 7-16 | ACI 318-19 | 2021 NDS Risk Category:III-C Bldg. Classification:Enclosed Type of Construction:II-B Occupancy:B/S1 Submittal Date:02/16/24 Submittal Label:3rd Submittal Wind Exposure:C S S 1.329 S MS 1.595 Wind Speed:105.0 F a 1.200 S DS 1.063 Importance Factor I e:1.25 S 1 0.472 S M1 0.673 SDC D F v 1.426 S D1 0.449 Site Classification:D - Default N/A Soils Information Site Specific Information 2/16/2024 A. Project Information Summary Description Project Data New installation of rooftop solar PV sytem over the existing buidling(s). Proceeding calculations are for the analysis of the existing building's adequacy to supporting the new system. The analysis rely on information collected from the existing building as-builts (when available), information collected during site walls (when completed). Field to verify existing contruction matches the design assumptions/basis. P- 4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 ASCE 7 Hazards Report Address: 1909 N Fairview St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.762721 Risk Category:III Longitude:-117.902796 Soil Class:D - Default (see Section 11.4.3) Elevation:99.4416954557562 ft (NAVD 88) Wind Results: Wind Speed 101 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Jun 05 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SS : 1.329 S1 : 0.472 F a : 1.2 F v : N/A SMS : 1.594 SM1 : N/A SDS : 1.063 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.677 F PGA : 1.2 Ie : 1.25 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Jun 05 2023 Page 2 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Snow Results: Ground Snow Load, p : 0 lb/ftg 2 Mapped Elevation: 99.4 ft Data Source: ASCE/SEI 7-16, Table 7.2-8 Date Accessed: Mon Jun 05 2023 Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com B. Design Summary P- 8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg E Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Racking System Proposed:Panel Claw FR 5 Racking System Type:Ballasted - Hybrid Reserved Capacity: 5.00 psf, maximum allowable dist. Load of PV system (see calc. section C) Max. Anticipated Point Load:302 lbs, 108# DL and 323# WL - Combo D + 0.6W (see calc. section D & G) Max. Allowable System Weight:88 kips (see calc. section C) Typical Connection: 8 - #112 screws from racking system to roof sheathing Maximum allowable Uplfit:525 lbs Maximum Allowable Shear:650 lbs Max. Contact Pressure 17 psi Lateral Loads Sections - IEBC & CBC Gravity Loads Sections - IEBC & CBC Live Loads - ASCE7-16 Chapter 4, Section 4.17 2/16/2024 B. Results Summary, Assumptions & Conditions Solar System Description Client/Owner is planing to install rooftop solar arrays on the project site existing building(s). Summarized below are the maximum loads that may be imposted on the subject structure based on Motive's review of available & collected building data/information Applicable Building Code Excerpts Attachment Capacities (Not Required @ Fully Balasted Systems) Insulation Pressure Capacity Standard Foam insulation have a 16 psi minimum compressive strength. Refer to Polyiso foam board ASTM C-1289. Compressive strength ranges from 16 to 25 psi. Therefore, foam insulation is capable of supporting the said ballasted system. Lateal loads resisted by an (E) member or an (E) LFRS may be increased by up to 10% without a need to retrofit/assess the member or system. Gravity loads resisted by an (E) member may be increased by up to 5% without a need to retrofit/assess the member or system. When solar panels/arrays are installed/positioned 24" or less above the surface of the building roof or where proper signing restricting storage/access to below solar panels is present, reporpusing the Live Load Capacity for solar Arrays is permissible. Basis of Design Conditions & Assumptions P- 9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1. 2. 3. 4. 5. 6.Overflow roof drains/scuppers are provided & a ponding anlysis is not required The Analsyis provided herein is based on information collected from one or more of the following sources: existing building plans, data captured during site observations completed by Motive or outside consultant, photo evidence collected from drone footage. The structure(s) is in GOOD conditions and able to support and resist the loads it was originally designed for. Additionally, it is assumed that there has been no damages to the main Vertical and Lateral Systems and that structural retrofits are not required. It is the Owner's responsibility to maintain the building's good and safe conditions. The building(s) has not been altered when compared to its original construction and is in conformance with approved bldg. plans if such plans exist. Alternations include but are not limited to additions, re-roofing overlays, addition of roof supported MEP units or replacement of exisitng equipment with ones that are heavier, removal of bearing or non-bearing walls, replacement of existing finish with a heavier one, or story additions. The analysis provided in this submittal correspond to the (E) structure. All existing connections are assumed to have been designed to carry and transfer the load capacity/reactions of the members they are intended to support. The calculations are applicable to the addition of new solar arrays. Future additions or alterations shall be examined and approved by a professional engineer and shall account for the added solar P- 10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com C. Existing Building Check P- 11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg E Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Roof 20 psf reducable?Y to:12 psf Max Repurposed LL: 8.64 psf based on: Cd DEAD * Roof Live Load / Cd LIVE where CdDEAD is 0.9 and CdLIVE is 1.25 Use:5.00 psf Slope:0.25 12 Factor:1.00 Roofing: Sheathing: Insulation: Sub-purlin: Girders: Equip. Other: Other: Other: Construction: Other: Other: 2.0 PSF 1.0 PSF 1.0 PSF 3.0 PSF Miscellaneous | 2 PSF 2.0 PSF Fire Sprinklers 3.0 PSFMEP (3 PSF) 1.6 PSF1.6 PSFW16X26 @16' O.C. Dead Loads 2/16/2024 C. Existing Building Check Building Description 1-story tilt-up structure with wood sheathing, 2x sub-purlins, steel joists, stee girders and stee columns. Building exterior is comprised of 10" concrete panels approxiamtely 41' tall. Live Loads (ASCE 7) ROOF Element Details Weight Slope Adj. Weight 18 Gauge Steel Deck, W14X22 Steel Purlins, W16X26 Girders PVC Roof Membrane 60-mil, Fully-Adhered 0.4 PSF 0.4 PSF 1.5" Steel Deck (18 Gauge)3.0 PSF 3.0 PSF Rigid Insulation 3.1 PSF 3.1 PSF 4.0 PSF 4.0 PSF W14X22 @ 7'-2" O.C. 0.0 PSF Total:15.0 PSF NA Total: 8" Metal Studs w/Light Gauge Panels and Gypsum Board on the inside 15.0 PSF 15.0 PSF8" Metal Studs w/Light Gauge Panels and Gypsum Board on the inside 0.0 PSF 0.0 PSF 18.1 PSF 18.1 PSF Use: Details Weight 0.0 PSFNA EXT. WALL Element P- 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 262 ft 128 ft 33,536 sq.ft 585 ft 35 ft Area Weight (psf) Trib. Height (ft) 607 197 77 Total:881 10% Maximum Allowable Additional Seismic Weight:88 kips Trib. Area (sq.ft) Weight (kips) NA NA 8.8 33,536 3,949 5,119 Roof W/ Concrete Deck Roof Ext. Wall Element 18.1 50.0 15.0 Roof Mean Height: Building Roof Plan (partial) Ext. Wall Length: Building Seismic Weight & Lateral Check Roof Length: Roof Width: Roof Area: P- 13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 D. Roof & Attachment Check 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg E Engineer:Elie Sayegh, PE Project No.:1074220072 Date: Member:18 Gauge PLB 36 Wt:3 psf Fy:50 ksi Sy+:0.314 in3/ft Sy-:0.331 in3/ft Section Width:3 ft Allowable Ma+:1.963 k-ft/ft divided by omega of 2.0 Allowable Ma-:2.069 k-ft/ft divided by omega of 2.0 Allowable Va:2.001 k Maximum Moment Case E.1:0.685 k-ft see proceeding caclulation E.1 1/10/2023 D. Metal Roof, Framing, & Attachment Metal Roof DCR:35% Maximum Shear Case E.2:0.473 k see proceeding caclulation E.2 DCR:24% Member:Steel Girders (W14x22) Spacing:7.16 ft o.c. Span:16 ft Roof Live Load:20 psf Area Tributary: 114.56 ft2 KLL:2 Interior Beams (ASCE 7-16, Table 4.7-1) Reduced Live Load:24.8 > than 5.0 PSF, therefore member ok by live load replacement. Member Check:Ok Member:Steel Girders (W16x26) Spacing:16 ft o.c. Span:29 ft Roof Live Load:20 psf Area Tributary: 464 ft2 KLL:2 Interior Beams (ASCE 7-16, Table 4.7-1) Reduced Live Load:14.8 > than 5.0 PSF, therefore member ok by live load replacement. Member Check:Ok Girders Steel Beams span 29' between girders and are spaced at 16' o.c. Purlins Steel Beams span 16' between girders and are spaced at 7.16' o.c. P- 15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Max Uplift Reaction:525 lbs Roof Attachment:8 - #12 screws per MA at a min. Screw Diameter:0.21 in tc:0.0478 in, PLB 36, 18 Gauge Pnot:426.6 lbs, See Equation Reference AISI S100 Eq J4.4.1-1 P not = 0.85 x t c x d x F u2 Ω:2.7 per AISI Section J Screw Capacity:158.0 lbs Screws Per Panel:5 at minimum Attachment Capacity: 790.0 lbs DCR:66% Therefore, 8 - #12 screws per MA at a min. are adequate to resist horizontal and uplift loads Metal Panel Attachemnt to Roof Members P- 16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E1. Metal Roof (D + W) - Gov. Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF General Beam Properties Elastic Modulus ksi50.0 0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft 0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 3.0 ft Load(s) for Span Number 1 Point Load : D = 0.130, W = 0.2930 k @ 1.833 ft, (Point Load 1) Point Load : D = 0.0640, W = 0.2230 k @ 5.166 ft, (Point Load 2) Load(s) for Span Number 2 Point Load : D = 0.130, W = 0.2930 k @ 1.833 ft, (Point Load 1) Point Load : D = 0.0640, W = 0.2230 k @ 5.166 ft, (Point Load 2) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 0.4556 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W Maximum Shear = 7.000 ft 0.658k-ft Maximum Deflection Max Downward Transient Deflection 385.230 in 0 Max Upward Transient Deflection 5.770 in 14 Max Downward Total Deflection 488.764 in 0 Max Upward Total Deflection 2.222 in 37 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 7.00 ft 1 0.45 -0.66 0.66 0.46 Dsgn. L = 7.00 ft 2 0.36 -0.66 0.66 0.46 D Only Dsgn. L = 7.00 ft 1 0.23 -0.34 0.34 0.25 Dsgn. L = 7.00 ft 2 0.17 -0.34 0.34 0.25 +D+0.60W Dsgn. L = 7.00 ft 1 0.45 -0.66 0.66 0.46 Dsgn. L = 7.00 ft 2 0.36 -0.66 0.66 0.46 +D+0.450W Dsgn. L = 7.00 ft 1 0.39 -0.58 0.58 0.40 Dsgn. L = 7.00 ft 2 0.31 -0.58 0.58 0.40 +0.60D+0.60W Dsgn. L = 7.00 ft 1 0.36 -0.52 0.52 0.36 Dsgn. L = 7.00 ft 2 0.29 -0.52 0.52 0.36 +0.60D Dsgn. L = 7.00 ft 1 0.14 -0.21 0.21 0.15 P- 17 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E1. Metal Roof (D + W) - Gov. Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 7.00 ft 2 0.10 -0.21 0.21 0.15 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W 1 488.7641 2.800 0.0000 0.000 +D+0.60W 2 464.3733 4.038 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.268 0.2160.860 Overall MINimum D Only 0.148 0.1160.460 +D+0.60W 0.268 0.2160.860 +D+0.450W 0.238 0.1910.760 +0.60D+0.60W 0.208 0.1700.676 +0.60D 0.089 0.0700.276 W Only 0.200 0.1660.666 . P- 18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E1. Metal Roof (D + W) - Gov. Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF P- 19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E2. Metal Roof (D + W) - Gov. Shear Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF General Beam Properties Elastic Modulus ksi50.0 0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft 0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.0 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 3.0 ft Load(s) for Span Number 1 Point Load : D = 0.130, W = 0.2930 k @ 1.330 ft, (Point Load 1) Point Load : D = 0.130, W = 0.2930 k @ 5.330 ft, (Point Load 2) Load(s) for Span Number 2 Point Load : D = 0.130, W = 0.2930 k @ 1.670 ft, (Point Load 1) Point Load : D = 0.130, W = 0.2930 k @ 5.670 ft, (Point Load 2) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 7.000 ft 0.4729 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W Maximum Shear = 7.000 ft 0.685k-ft Maximum Deflection Max Downward Transient Deflection 347.502 in 0 Max Upward Transient Deflection 5.831 in 14 Max Downward Total Deflection 471.935 in 0 Max Upward Total Deflection 2.546 in 32 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 7.00 ft 1 0.39 -0.69 0.69 0.47 Dsgn. L = 7.00 ft 2 0.39 -0.69 0.69 0.47 D Only Dsgn. L = 7.00 ft 1 0.20 -0.38 0.38 0.26 Dsgn. L = 7.00 ft 2 0.20 -0.38 0.38 0.26 +D+0.60W Dsgn. L = 7.00 ft 1 0.39 -0.69 0.69 0.47 Dsgn. L = 7.00 ft 2 0.39 -0.69 0.69 0.47 +D+0.450W Dsgn. L = 7.00 ft 1 0.34 -0.61 0.61 0.42 Dsgn. L = 7.00 ft 2 0.34 -0.61 0.61 0.42 +0.60D+0.60W Dsgn. L = 7.00 ft 1 0.31 -0.54 0.54 0.37 Dsgn. L = 7.00 ft 2 0.31 -0.54 0.54 0.37 +0.60D Dsgn. L = 7.00 ft 1 0.12 -0.23 0.23 0.16 P- 20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E2. Metal Roof (D + W) - Gov. Shear Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 7.00 ft 2 0.12 -0.23 0.23 0.16 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W 1 471.9355 2.854 0.0000 0.000 +D+0.60W 2 464.3933 4.200 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.307 0.3070.946 Overall MINimum D Only 0.167 0.1670.523 +D+0.60W 0.307 0.3070.946 +D+0.450W 0.272 0.2720.840 +0.60D+0.60W 0.240 0.2400.737 +0.60D 0.100 0.1000.314 W Only 0.234 0.2340.705 . P- 21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:E2. Metal Roof (D + W) - Gov. Shear Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:Samueli Academy Engineer:Faycal Merdach, PE Project ID: Project Descr:BRBF P- 22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 E. Racking Calculations 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 23-0242-2805 Sheet No. Cover By JMC/TET Date 6/6/23 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Samueli Academy Bldg E 1901 North Fairview Street, Santa Ana, CA GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TROY E.TURLEY 6/06/2023 P- 24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: June 6, 2023 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Samueli Academy Bldg E CTS Job No.: 23-0242-2805 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 5 Degree” system. This system consists of photovoltaic panels installed at a 5 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obt ained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 5 Degree” system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following IBC (CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. P- 25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Jose Mauleon Calderon Troy Turley, SE, PE, LEED AP Structural Designer Partner TROY E.TURLEY 6/06/2023 P- 26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Partner Name:Messi Project Name:Samueli Academy Bldg E Project Location:1901 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 06/01/2023 APPROVED FOR CONSTRUCTION TROY E.TURLEY 6/06/2023 P- 27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Table of Contents Section:Page # 06/01/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.4 Vertical Seismic Force Check:15 P- 28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. 06/01/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 29 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information: 1.1 General: Project Name:Samueli Academy Bldg E Project Location:1901 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Module:ZNSHINE SOLAR ZXM7-SHLDD144-540/M Module Weight:73.85 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:33.75 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 48 4.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 2 TPO 0.80 06/01/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 30 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 CBC Risk Cat.:III Basic Wind Speed (V):105 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.329 1s Spectral Response (5%) (S1):0.473 Ie:1.25 Ip:1 06/01/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 31 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 06/01/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 32 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =105 mph (ASCE, Figure 26.5-1B) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =1.08 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =1.00 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =25.92 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 48 38.21 25.92 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 06/01/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 33 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 112 10,536 13,608 94 3,632 2.90 3.75 5.00 Yes Total:  112 10,536 lbs.13,608 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 06/01/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 34 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 49,082 13,608 525 47,809 2.09 OK Total:49,082 lbs.13,608 lbs. 47,809 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 06/01/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 35 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 19,024 5,428 13,608 650 61,100 4.82 OK Total:19,024 lbs.5,428 lbs.13,608  61,100 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 06/01/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 36 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =25.92 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 647 lbs./module WLin(with snow) = 216 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 06/01/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 37 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 94 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 647 lbs./module WLin (with snow) = 216 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 28 125 52 Interior 2 108 302 156 2nd From North 3 105 299 154 North 4 94 191 118 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 2 7 3 Interior 2 6 16 8 2nd From North 3 6 16 8 2 North 4 5 10 6 South 1 1 3 1 Interior 2 3 8 4 2nd From North 3 3 8 4 4 North 4 3 5 3 Table 6.1-B Max Point Load Summary (psi) 06/01/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 38 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.329 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.473 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.595 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.864 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.063 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.576 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 06/01/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 39 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 13,608 6,944 0 4,861 8 61,100 94 Yes Totals:13,608 lbs 6,944 lbs.0 lbs.4,861 lbs.8 61,100 94 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 06/01/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 40 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 13,608 2,894 8,165 -6,139 0 47,809 94 Yes Total:13,608 lbs.2,894 lbs.8,165 lbs.-6,139 lbs.0 47,809 94 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 06/01/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 41 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A Appendix A16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 42 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 43 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 44 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 45 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 46 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 47 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 48 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 49 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Partner Name:Messi Project Name:Samueli Academy Bldg E 5 Degree roof Project Location:1909 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 06/26/2023 APPROVED FOR CONSTRUCTION P- 50 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Table of Contents Section:Page # 06/26/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.4 Vertical Seismic Force Check:15 P- 51 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. 06/26/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 52 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information: 1.1 General: Project Name:Samueli Academy Bldg E 5 Degree roof Project Location:1909 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Module:ZNSHINE SOLAR ZXM7-SHLDD144-540/M Module Weight:73.85 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 30 7.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 5 PVC 0.71 1.2 5 PVC 0.71 06/26/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 53 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:IBC 2018 Risk Cat.:III Basic Wind Speed (V):102 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.328 1s Spectral Response (5%) (S1):0.472 Ie:1.25 Ip:1 06/26/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 54 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 06/26/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 55 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =102 mph (ASCE, Figure 26.5-1B) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =0.98 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =1.00 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =22.16 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 30 25.33 22.16 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 06/26/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 56 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 54 5,048 8,504 93 1,754 2.88 4.85 5.00 Yes 1.2 94 8,514 14,871 91 3,046 2.79 4.88 5.00 Yes Total:  148 13,563 lbs.23,375 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 06/26/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 57 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 15,158 8,504 525 17,948 2.91 OK 1.2 19,932 14,871 525 9,881 2.07 OK Total:35,090 lbs.23,375 lbs. 27,829 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 06/26/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 58 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 6,955 1,887 8,504 650 23,400 5.53 OK 1.2 9,302 2,315 14,871 650 14,950 3.96 OK Total:16,257 lbs.4,202 lbs.23,375  38,350 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 06/26/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 59 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =22.16 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 553 lbs./module WLin(with snow) = 184 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 06/26/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 60 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 93 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 553 lbs./module WLin (with snow) = 184 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 43 126 64 Interior 2 121 287 162 2nd From North 3 111 277 153 North 4 92 175 112 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 2 7 3 Interior 2 7 16 9 2nd From North 3 6 15 8 2 North 4 5 10 6 South 1 1 3 2 Interior 2 3 8 4 2nd From North 3 3 8 4 4 North 4 2 5 3 Table 6.1-B Max Point Load Summary (psi) 06/26/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 61 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.328 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.472 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.594 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.863 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.062 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.575 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 06/26/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 62 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 8,504 4,337 0 3,036 5 23,400 36 Yes 1.2 14,871 7,584 0 5,309 9 14,950 23 Yes Totals:23,375 lbs 11,920 lbs.0 lbs.8,344 lbs.14 38,350 59 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 06/26/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 63 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 8,504 1,807 5,102 -3,838 0 17,948 36 Yes 1.2 14,871 3,160 8,923 -6,711 0 9,881 23 Yes Total:23,375 lbs.4,967 lbs.14,025 lbs.-10,548 lbs.0 27,829 59 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 06/26/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 64 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A Appendix A16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 65 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 66 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 67 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 68 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 69 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 70 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 71 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 72 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 F. Module Spec Sheet 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 73 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 74 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 75 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 G. Roof Data 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 76 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 77 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 78 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Licensed Engineer: Faycal Merdach Local Jurisdiction: Santa Ana, CA Governing Code: CBC 2022 | ASCE 7-16 | ACI 318-19 | 2021 NDS 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Structural Calculations 3rd Submittal 1909 N Fairview St. Samueli Academy-Bldg F Friday, February 16, 2024 P- 1 _________________________ nature _________________________________________________ _____________________________________________________________ _________________________ nature ________________________________________________ _____________________________________________________________ 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 A. Project Information 3 - 6 B. Design Summary 7 - 9 C. Existing Building Check 10 - 12 D. Roof & Attachment Check 13 - 20 E. Racking Calculations 21 - 47 F. Module DataSheet 48 - 50 G. Roof Data 51 - 53 Section Page 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com Table of Content P- 2 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (949) 233-2303 |Smerdach@motiveis.com A. Project Information P- 3 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg F Engineer:Faycal Merdach Project No.:1074220072 Date: F. Module DataSheetProject Name:Samueli Academy-Bldg F Project Address:1909 N Fairview St. Local Jurisdiction Santa Ana, CA Project #:1074220072 Project Engineer:Faycal Merdach Gov. Codes:CBC 2022 | ASCE 7-16 | ACI 318-19 | 2021 NDS Risk Category:III-C Bldg. Classification:Enclosed Type of Construction:II-B Occupancy:A-4, B & E Submittal Date:02/16/24 Submittal Label:3rd Submittal Wind Exposure:C S S 1.329 S MS 1.595 Wind Speed:105.0 F a 1.200 S DS 1.063 Importance Factor I e:1.25 S 1 0.472 S M1 0.673 SDC D F v 1.426 S D1 0.449 Site Classification:D - Default N/A Soils Information Site Specific Information 2/16/2024 A. Project Information Summary Description Project Data New installation of rooftop solar PV sytem over the existing buidling(s). Proceeding calculations are for the analysis of the existing building's adequacy to supporting the new system. The analysis rely on information collected from the existing building as-builts (when available), information collected during site walls (when completed). Field to verify existing contruction matches the design assumptions/basis. P- 4 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 ASCE 7 Hazards Report Address: 1909 N Fairview St Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.762721 Risk Category:III Longitude:-117.902796 Soil Class:D - Default (see Section 11.4.3) Elevation:99.4416954557562 ft (NAVD 88) Wind Results: Wind Speed 101 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1C and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Jun 05 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 5 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 SS : 1.329 S1 : 0.472 F a : 1.2 F v : N/A SMS : 1.594 SM1 : N/A SDS : 1.063 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.677 F PGA : 1.2 Ie : 1.25 C v : 1.366 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Jun 05 2023 Page 2 of 3https://asce7hazardtool.online/Mon Jun 05 2023 P- 6 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com B. Design Summary P- 7 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg F Engineer:Faycal Merdach Project No.:1074220072 Date: Racking System Proposed:Panel Claw FR 5 Racking System Type:Ballasted - Hybrid Reserved Capacity: 5.00 psf, maximum allowable dist. Load of PV system (see calc. section C) Max. Anticipated Point Load:308 lbs, 126# DL and 303# WL - Combo D + 0.6W (see calc. section D & G) Max. Allowable Syst. Weight:66 kips (see calc. section C) Typical Connection: 8 - #12 screws from racking system to roof sheathing Maximum allowable Uplfit:525 lbs Maximum Allowable Shear:650 lbs Max. Contact Pressure 17 psi Lateral Loads Sections - IEBC & CBC Gravity Loads Sections - IEBC & CBC Live Loads - ASCE7-16 Chapter 4, Section 4.17 Lateal loads resisted by an (E) member or an (E) LFRS may be increased by up to 10% without a need to retrofit/assess the member or system. Gravity loads resisted by an (E) member may be increased by up to 5% without a need to retrofit/assess the member or system. When solar panels/arrays are installed/positioned 24" or less above the surface of the building roof or where proper signing restricting storage/access to below solar panels is present, reporpusing the Live Load Capacity for solar Arrays is permissible. 2/16/2024 B. Results Summary, Assumptions & Conditions Solar System Description Client/Owner is planing to install rooftop solar arrays on the project site existing building(s). Summarized below are the maximum loads that may be imposted on the subject structure based on Motive's review of available & collected building data/information Applicable Building Code Excerpts Attachment Capacities (Not Required @ Fully Balasted Systems) F. Module DataSheet Insulation Pressure Capacity Standard Foam insulation have a 16 psi minimum compressive strength. Refer to Polyiso foam board ASTM C-1289. Compressive strength ranges from 16 to 25 psi. Therefore, foam insulation is capable of supporting the said ballasted system. P- 8 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1. 2. 3. 4. 5. 6.Overflow roof drains/scuppers are provided & a ponding anlysis is not required The Analsyis provided herein is based on information collected from one or more of the following sources: existing building plans, data captured during site observations completed by Motive or outside consultant, photo evidence collected from drone footage. The structure(s) is in GOOD conditions and able to support and resist the loads it was originally designed for. Additionally, it is assumed that there has been no damages to the main Vertical and Lateral Systems and that structural retrofits are not required. It is the Owner's responsibility to maintain the building's good and safe conditions. Basis of Design Conditions & Assumptions The building(s) has not been altered when compared to its original construction and is in conformance with approved bldg. plans if such plans exist. Alternations include but are not limited to additions, re-roofing overlays, addition of roof supported MEP units or replacement of exisitng equipment with ones that are heavier, removal of bearing or non-bearing walls, replacement of existing finish with a heavier one, or story additions. The analysis provided in this submittal correspond to the (E) structure. All existing connections are assumed to have been designed to carry and transfer the load capacity/reactions of the members they are intended to support. The calculations are applicable to the addition of new solar arrays. Future additions or alterations shall be examined and approved by a professional engineer and shall account for the added solar P- 9 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com C. Existing Building Check P- 10 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg F Engineer:Faycal Merdach Project No.:1074220072 Date: Roof 20 psf reducable?Y to:12 psf Max Repurposed LL: 8.64 psf based on: Cd DEAD * Roof Live Load / Cd LIVE where CdDEAD is 0.9 and CdLIVE is 1.25 Use:5.00 psf Slope:0.25 12 Factor:1.00 Roofing: Sheathing: Insulation: Sub-purlin: Equip. Other: Other: Construction: Other: Other: Light, Duct and Sprinklers Total:25.0 PSF Solar Panels 5.0 PSF Miscellaneous Use:85.0 PSFEXT. WALL 12" CMU Wall Element Details Weight 0.0 PSF Total:85.0 PSF NA 85.0 PSF 0.0 PSF 12" CMU Wall NA 25.0 PSF Rigid Insulation 8.0 PSF 8.0 PSF 2.5 PSF 2.5 PSF Open Web Joists 2.0 PSF 5.0 PSF 2.0 PSF 2.0 PSF 0.4 PSF 0.4 PSF 3.5 DA Acoustical Dovetail Deck 16 Gaude 5.1 PSF 5.1 PSF Dead Loads 2/16/2024 C. Existing Building Check Building Description 1-story tilt-up structure with wood sheathing, 2x sub-purlins, steel joists, stee girders and stee columns. Building exterior is comprised of 10" concrete panels approxiamtely 41' tall. Live Loads (ASCE 7) ROOF Element Details Weight Slope Adj. Weight 3.5 DA Acoustical Deck with open web joists PVC Roof Membrane 60-mil, Fully-Adhered 2.0 PSF P- 11 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 96 ft 110 ft 10,560 sq.ft 309 ft 30 ft Total: 10% Maximum Allowable Additional Seismic Weight:66 kips Roof Width: Roof Area: 658 Element Area Weight (psf) Trib. Height (ft) Trib. Area (sq.ft) Ext. Wall 85.0 15.0 4,635 394 Weight (kips) Roof 25.0 NA 10,560 264 Ext. Wall Length: Building Seismic Weight & Lateral Check Roof Length: Roof Mean Height: Building Roof Plan (partial) P- 12 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 D. Roof & Attachment Check 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 13 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Project Name:Samueli Academy-Bldg F Engineer:Faycal Merdach Project No.:1074220072 Date: 45338 t2 Member:3.5 DA Deck roof t1 Member:Rigid Insulation topping t2:0.0598 in t1:6 in Fu2:40 ksi Fu1:0.1 ksi Sy+:1.255 in3/ft Sy-:1.241 in3/ft Wt:5.1 psf Section Width:2 ft Ma+: 4.183 k-ft/ft divided by omega of 2.0 2/16/2024 D. Metal Roof, Framing, & Attachment Metal Roof Ma-: 4.137 k-ft/ft divided by omega of 2.0 Maximum Negative Moment:0.643 k-ft see proceeding caclulation D.1 Maximum Positive Moment:0.849 k-ft governs see proceeding caclulation D.2 DCR:21% Member:Steel Beams & Girders Roof Live Load:12 > than 5.0 PSF, therefore member ok by live load replacement Member Check:Ok Proposed Attachment:8 screw per panel at a minimum Screw Size:#12 designation Screw Diameter:0.21 in Max Uplift Reaction:525 lbs Pnot:427 lbs, See AISI S100 Eq J4.4.1-1 P not = 0.85 x t c x d x F u2 Ω:2.7 per AISI Section J Screw Capacity:158 lbs Attachment Capacity:1265 lbs DCR:41% Max Shear Reaction:650 lbs Pnv:340 lbs Pnv = 4.2 x (t 2 3 x d)1/2 x Fu2:1126 lbs Ω:2.7 per AISI Section J Pnv = 2.7 x t 1 x d x Fu1:340 lbs Screw Capacity:126 lbs Pnv = 2.7 x t 2 x d x Fu2:1356 lbs Attachment Capacity:1008 lbs DCR:64% Metal Panel Attachemnt to Roof Members Up l i f t C h e c k Sh e a r C h e c k AISI S100 Equations J4.3.1-1, 2 & 3 (GOV. MIN) Framing members Roof beams & Girders originally supporting 20 PSF live load (reducible to 12 PSF). See proceeding evaluation indicating members are ok by live load replacement. P- 14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:D.1 Metal Roof (D + W) - Maximum Mid-Span Postive Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:G.A. Osborne Supply Engineer:Elie Sayegh, PE Project ID: Project Descr:1-Story Steel Portal Frame Structure General Beam Properties Elastic Modulus ksi40.0 0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.750 ft 0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.750 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 2.0 ft Load(s) for Span Number 2 Point Load : D = 0.1260, W = 0.3030 k @ 2.168 ft, (Downward Point Load (Zone 1)) Point Load : D = 0.1260, W = 0.3030 k @ 5.499 ft, (Point Load 4) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 2 Location of maximum on span 5.485 ft 0.4357 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W Maximum Shear = 7.750 ft 0.643 k-ft Maximum Deflection Max Downward Transient Deflection 1370.527 in 0 Max Upward Transient Deflection -604.533 in 0 Max Downward Total Deflection 1525.612 in 0 Max Upward Total Deflection -503.036 in 0 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 7.75 ft 1 0.02 -0.49 0.49 0.44 Dsgn. L = 7.75 ft 2 0.64 -0.49 0.64 0.44 D Only Dsgn. L = 7.75 ft 1 0.02 -0.27 0.27 0.22 Dsgn. L = 7.75 ft 2 0.30 -0.27 0.30 0.22 +D+0.60W Dsgn. L = 7.75 ft 1 -0.49 0.49 0.44 Dsgn. L = 7.75 ft 2 0.64 -0.49 0.64 0.44 +D+0.450W Dsgn. L = 7.75 ft 1 0.00 -0.43 0.43 0.38 Dsgn. L = 7.75 ft 2 0.56 -0.43 0.56 0.38 +0.60D+0.60W Dsgn. L = 7.75 ft 1 -0.38 0.38 0.35 Dsgn. L = 7.75 ft 2 0.52 -0.38 0.52 0.35 +0.60D Dsgn. L = 7.75 ft 1 0.01 -0.16 0.16 0.13 Dsgn. L = 7.75 ft 2 0.18 -0.16 0.18 0.13 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only10.0000 0.000 -604.5330 4.531 +D+0.60W 2 ###.####4.173 0.0000 4.531 P- 15 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:D.1 Metal Roof (D + W) - Maximum Mid-Span Postive Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:G.A. Osborne Supply Engineer:Elie Sayegh, PE Project ID: Project Descr:1-Story Steel Portal Frame Structure . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.046 0.3040.560 Overall MINimum -0.046 D Only 0.027 0.1520.321 +D+0.60W -0.001 0.3040.560 +D+0.450W 0.006 0.2660.501 +0.60D+0.60W -0.012 0.2430.432 +0.60D 0.016 0.0910.193 W Only -0.046 0.2530.399 . P- 16 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:D.1 Metal Roof (D + W) - Maximum Mid-Span Postive Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:G.A. Osborne Supply Engineer:Elie Sayegh, PE Project ID: Project Descr:1-Story Steel Portal Frame Structure P- 17 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:D.2 Metal Roof (D + W) - Maximum Support Negative Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:G.A. Osborne Supply Engineer:Elie Sayegh, PE Project ID: Project Descr:1-Story Steel Portal Frame Structure General Beam Properties Elastic Modulus ksi40.0 0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.750 ft 0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.750 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 2.0 ft Load(s) for Span Number 1 Point Load : D = 0.1260, W = 0.3030 k @ 2.168 ft, (Point Load 1) Point Load : D = 0.1260, W = 0.3030 k @ 5.499 ft, (Point Load 2) Load(s) for Span Number 2 Point Load : D = 0.1260, W = 0.3030 k @ 2.168 ft, (Downward Point Load (Zone 1)) Point Load : D = 0.1260, W = 0.3030 k @ 5.499 ft, (Point Load 4) .DESIGN SUMMARY Maximum Bending = Load Combination +D+0.60W Span # where maximum occurs Span # 1 Location of maximum on span 7.750 ft 0.4827 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W Maximum Shear = 7.750 ft 0.849 k-ft Maximum Deflection Max Downward Transient Deflection 818.778 in 0 Max Upward Transient Deflection 12.425 in 7 Max Downward Total Deflection 968.727 in 0 Max Upward Total Deflection 4.345 in 21 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 7.75 ft 1 0.53 -0.85 0.85 0.48 Dsgn. L = 7.75 ft 2 0.54 -0.85 0.85 0.48 D Only Dsgn. L = 7.75 ft 1 0.25 -0.42 0.42 0.24 Dsgn. L = 7.75 ft 2 0.26 -0.42 0.42 0.24 +D+0.60W Dsgn. L = 7.75 ft 1 0.53 -0.85 0.85 0.48 Dsgn. L = 7.75 ft 2 0.54 -0.85 0.85 0.48 +D+0.450W Dsgn. L = 7.75 ft 1 0.46 -0.74 0.74 0.42 Dsgn. L = 7.75 ft 2 0.47 -0.74 0.74 0.42 +0.60D+0.60W Dsgn. L = 7.75 ft 1 0.43 -0.68 0.68 0.39 Dsgn. L = 7.75 ft 2 0.43 -0.68 0.68 0.39 +0.60D Dsgn. L = 7.75 ft 1 0.15 -0.25 0.25 0.15 P- 18 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:D.2 Metal Roof (D + W) - Maximum Support Negative Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:G.A. Osborne Supply Engineer:Elie Sayegh, PE Project ID: Project Descr:1-Story Steel Portal Frame Structure Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 7.75 ft 2 0.15 -0.25 0.25 0.15 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.60W 1 968.7268 3.219 0.0000 0.000 +D+0.60W 2 954.5450 4.590 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.264 0.2570.959 Overall MINimum D Only 0.135 0.1330.484 +D+0.60W 0.264 0.2570.959 +D+0.450W 0.231 0.2260.840 +0.60D+0.60W 0.209 0.2040.765 +0.60D 0.081 0.0800.290 W Only 0.214 0.2070.791 . P- 19 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 General Beam Analysis LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:D.2 Metal Roof (D + W) - Maximum Support Negative Moment Project File: Motive Commercial Metal Roof Calcs.ec6 Project Title:G.A. Osborne Supply Engineer:Elie Sayegh, PE Project ID: Project Descr:1-Story Steel Portal Frame Structure P- 20 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 E. Racking Calculations 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 21 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 23-0242-2805 Sheet No. Cover By JMC/TET Date 6/6/23 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Samueli Academy Bldg F 1901 North Fairview Street, Santa Ana, CA GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TROY E.TURLEY 6/06/2023 P- 22 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: June 6, 2023 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Samueli Academy Bldg F CTS Job No.: 23-0242-2805 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 5 Degree” system. This system consists of photovoltaic panels installed at a 5 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 5 Degree” system per the wind tunnel testing results. Seismic Evaluation: CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following IBC (CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. P- 23 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING EXPERTS PARTNERS Richard Turley, SE Paul Scott, SE, PE Sandra Herd, SE, PE, LEED AP Chris Atkinson, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONAL REGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy. Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Jose Mauleon Calderon Troy Turley, SE, PE, LEED AP Structural Designer Partner TROY E.TURLEY 6/06/2023 P- 24 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Partner Name:Messi Project Name:Samueli Academy Bldg F Project Location:1901 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 06/01/2023 APPROVED FOR CONSTRUCTION TROY E.TURLEY 6/06/2023 P- 25 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Table of Contents Section:Page # 06/01/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.4 Vertical Seismic Force Check:15 P- 26 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. 06/01/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 27 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information: 1.1 General: Project Name:Samueli Academy Bldg F Project Location:1901 North Fairview Street, Santa Ana, CA, USA Racking System:clawFR 5 Degree Module:ZNSHINE SOLAR ZXM7-SHLDD144-540/M Module Weight:73.85 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:33.75 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 35 1.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 TPO 0.80 1.2 1 TPO 0.80 06/01/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 28 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 CBC Risk Cat.:III Basic Wind Speed (V):105 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1.1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.329 1s Spectral Response (5%) (S1):0.473 Ie:1.25 Ip:1 06/01/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 29 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1.1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 06/01/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 30 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =105 mph (ASCE, Figure 26.5-1B) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =1.01 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =1.00 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =24.25 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 35 25.30 24.25 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 06/01/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 31 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 4.0 Design Loads - Dead: There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system; Dead Load of the Array (DLA) and Dead Load of the Components (DLC). DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array. The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 142 13,514 23,099 95 4,648 2.91 4.97 5.00 Yes 1.2 20 1,944 3,192 97 661 2.94 4.83 5.00 Yes Total:  162 15,458 lbs.26,292 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 06/01/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 32 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind: 5.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 41,912 23,099 525 37,666 2.42 OK 1.2 5,103 3,192 525 5,790 2.93 OK Total:47,015 lbs.26,292 lbs. 43,456 lbs. Table 5.1 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 06/01/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 33 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project.  Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 14,978 4,007 23,099 650 63,700 7.24 OK 1.2 2,244 525 3,192 650 10,400 7.81 OK Total:17,222 lbs.4,532 lbs.26,292  74,100 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 06/01/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 34 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =24.25 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 605 lbs./module WLin(with snow) = 202 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 06/01/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 35 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 97 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 605 lbs./module WLin (with snow) = 202 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 49 140 71 Interior 2 126 308 172 2nd From North 3 116 298 161 North 4 94 185 117 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 3 8 4 Interior 2 7 17 9 2nd From North 3 6 16 9 2 North 4 5 10 6 South 1 1 4 2 Interior 2 3 8 5 2nd From North 3 3 8 4 4 North 4 3 5 3 Table 6.1-B Max Point Load Summary (psi) 06/01/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 36 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :1.329 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.473 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1.25 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.595 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.864 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.063 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.576 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may not be used to resist lateral forces caused by seismic loads. 06/01/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 37 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise for several reasons. Building code requirements, roof load limits and array shape all may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 23,099 11,788 0 8,252 13 63,700 98 Yes 1.2 3,192 1,629 0 1,140 2 10,400 16 Yes Totals:26,292 lbs 13,418 lbs.0 lbs.9,392 lbs.15 74,100 114 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 06/01/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 38 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 23,099 4,912 13,860 -10,421 0 37,666 98 Yes 1.2 3,192 679 1,915 -1,440 0 5,790 16 Yes Total:26,292 lbs.5,591 lbs.15,775 lbs.-11,862 lbs.0 43,456 114 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 06/01/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 39 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A Appendix A16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 40 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 41 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 42 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 43 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 44 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 45 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 46 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com P- 47 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 F. Module DataSheet 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com P- 48 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 49 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 50 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 17260 Newhope St., Fountain Valley, CA 92708 | (714) 949-0669 | esayegh@motiveenergy.com G. Roof Data P- 51 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 52 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 P- 53 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024 CUSTOMER DATE: SCALE: SHEET # CUSTOMER CS-1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 3 - 2 8 - 2 4 _ J D . d w g J u n 1 7 , 2 0 2 4 - 1 2 : 0 4 p m N E S W 45° 135°225° 315° APPLICABLE CODES JURISDICTION VICINITY MAP N.T.S. LEGAL DESCRIPTION P BK 109 PG 28 OWNER SAMUELI ACADEMY 1919 N. FAIRVIEW STREET, SANTA ANA, CA 92706 CONTACT: 714-619-0202 CONSULTANTS STRUCTURAL RACKING: PANEL CLAW 1600 OSGOOD ST. SUITE 2023 NORTH ANDOVER, MA 01845 (978) 688 - 4900 DESIGN CRITERIA COLD DESIGN TEMPERATURE 0° C HOT DESIGN TEMPERATURE 41°C SYSTEM SPECIFICATIONS BUILDING DATA SCOPE OF WORK STRUCTURAL: CBC STEEL BUILDINGS 1700 E. LOUISE AVE. LATHROP, CA 95330 (209) 983 - 0910 -APN: 399-031-24 / 399-031-23 -CONST. TYPE: III-N -OCCUPANCY: S, B -USE: COMMERCIAL BUILDINGS -SPRINKLERS: SPRINKLERED -STORIES: STORIES VARY PER BUILDING -EXISTING ROOF AREA: 33,455.63 SQ.FT. -TOTAL ARRAY AREA : 15,866.29 SQ. FT. MODULE - ZNSHINE ZXM7-SHLDD144 SERIES / BFG 540W TOTAL MODULE COUNT 1092 STC RATING 540 kW TOTAL DC SYSTEM RATING (STC) 589.680 kW DCp RACKING SYSTEM TYPE ROOF MOUNT: PANELCLAW & IRONRIDGE SOLAR CARPORT FROM CBC STEEL COVER SHEET J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 INVERTER #1- SE80KUS (SOLAREDGE) TOTAL INVERTER COUNT 1 INVERTER #2- SE40KUS (SOLAREDGE) TOTAL INVERTER COUNT 3 INVERTER #3- CPS SCA36KTL-DO-R/US-480 (CHINT) TOTAL INVERTER COUNT 2 INVERTER #4- CPS SCA50KTL-DO-R/US-480 (CHINT) TOTAL INVERTER COUNT 2 INVERTER #5- SE100KUS (SOLAREDGE) TOTAL INVERTER COUNT 1 INVERTER #6- CPS SCA25KTL-DO-R/US-480 (CHINT) TOTAL INVERTER COUNT 2 PROJECT DEVELOPER CARPORT DATA -APN: 399-031-24 / 399-031-23 -CONST. TYPE: II-B -OCCUPANCY: S-2 -USE: SOLAR CARPORT -SPRINKLERS: N/A -STORIES: N/A -EXISTING ROOF AREA: N/A -TOTAL ARRAY AREA : 14,688.06 SQ. FT. -THIS PROJECT WILL INSTALL A SOLAR PV ROOF MOUNTS, PV CARPORTS MOUNTS, AND EV CHARGING STATIONS. IT WILL BE INTERCONNECTED TO ELECTRICAL UTILITY GRID PER THE REQUIREMENTS OF SOUTHERN CALIFORNIA EDISON AS WELL AS OTHER APPLICABLE CODES. PV RACKING SYSTEM: IRONRIDGE, INC. 28357 INDUSTRIAL BLVD. HAYWARD, CA 94545 (800) 227 - 9523 SHEET INDEX GENERAL NOTES 1. ADAPT PHOTOVOLTAIC SYSTEM TO SPECIFIC SITE & LOCAL CONDITIONS AS NECESSARY. 2. V.I.F. EXISTING MECHANICAL, ELECTRICAL, PLUMBING & ARCHITECTURAL COMPONENTS RELEVANT TO INSTALLATION AREA. 3. PV SYSTEM WILL BE INTERCONNECTED TO THE ELECTRIC GRID PER REQUIREMENTS OF THE LOCAL UTILITY & CODES. 4. THIS PLAN SET PRESENTED HEREIN IS PART OF A SUBMITTAL PACKAGE COMPRISED OF 6 TOTAL PLAN SETS ALL BEING PERMITTED UNDER ONE INTERCONNECTION. THIS SET SHALL NOT BE USED FOR CONSTRUCTION INDEPENDENTLY OF REMAINING CORRELATED SUBMITTALS. SEE BELOW LIST OF THE 6 SAID SUBMITTALS: i. SAMUEL ACADEMY SOLAR CARPOTS II. SAMUEL ACADEMY BUILDING A SOLAR III. SAMUEL ACADEMY BUILDING B SOLAR IV. SAMUEL ACADEMY BUILDING C SOLAR V. SAMUEL ACADEMY BUILDING E SOLAR VI. SAMUEL ACADEMY BUILDING F SOLAR CS-1 TITLE SHEET, VICINITY MAP, PARCEL MAP & NOTES A-1 EV SITE PLAN A-2 EV MOUNT INSTALLATION A-3 EV CHARGING STATION DETAILS E-1.1 ELECTRICAL SITE PLAN E-1.2 POINT OF INTERCONNECTION / NEW EQUIPMENT E-1.3 ROOF MOUNT & EQUIPMENT LOCATION DETAILS E-1.4 CARPORTS & EQUIPMENT LOCATION DETAILS E-1.5 TREE REMOVAL PLAN E-1.6 EQUIPMENT LOCATION DETAILS E-2.1 LINE OF SIGHT ELEVATION VIEW FOR BUILDINGS E-2.2 LINE OF SIGHT ELEVATION VIEW FOR CARPORTS E-4.1 SPEC SHEET #1 E-4.2 SPEC SHEET #2 E-4.3 SPEC SHEET #3 E-4.4 SPEC SHEET #4 E-5.1 ELECTRICAL CALCULATIONS SHEET #1 E-5.2 ELECTRICAL CALCULATIONS SHEET #2 E-5.3 TITLE 24 REPORT E-6.1 PHOTOMETRIC CALCULATIONS E-6.2 LIGHTING PLAN E-7.1 STRING LAYOUT FOR ROOF MOUNT E-7.2 STRING LAYOUT FOR CARPORTS E-7.3 TRENCH AND CONDUIT ROUTE E-8.1 EQUIPMENT DETAILS SHEET #1 E-8.2 EQUIPMENT DETAILS SHEET #2 E-8.3 GROUNDING DETAILS E-9.1 SINGLE LINE DIAGRAM SHEET #1 E-9.2 SINGLE LINE DIAGRAM SHEET #2 E-9.3 SINGLE LINE DIAGRAM INVERTER DETAILS E-10 WARNINGS LABELS E-11 ELECTRICAL PLACARDS LA-1.0 PLANTING PLAN LA-1.1 PLANTING NOTES AND DETAILS LA-1.2 PLANTING SPECIFICATIONS BUILDING A PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT 1 TO 3 PC-10 MECHANICAL ATTACHMENT DETAIL S-1.1 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING A BUILDING E PC-1 COVER SHEET_UPPER ROOF PC-2 PROJECT SUMMARY_UPPER ROOF PC-3 ARRAY SITE MAP_UPPER ROOF PC-4 TYPICAL ARRAY DIMENSIONS_UPPER ROOF PC-5 ASSEMBLIES_UPPER ROOF PC-6 RACKING COMPONENTS_UPPER ROOF PC-7 BALLAST LEGEND_UPPER ROOF PC-8 BALLAST LAYOUT - 1.1_UPPER ROOF PC-9 MECHANICAL ATTACHMENT DETAIL PC-1 COVER SHEET_LOWER ROOF PC-2 PROJECT SUMMARY_LOWER ROOF PC-3 ARRAY SITE MAP_LOWER ROOF PC-4 TYPICAL ARRAY DIMENSIONS_LOWER ROOF PC-5 ASSEMBLIES_LOWER ROOF PC-6 RACKING COMPONENTS_LOWER ROOF PC-7 BALLAST LEGEND_LOWER ROOF PC-8 TO PC-9 BALLAST LAYOUT - 1.1 TO 1.2_LOWER ROOF PC-10 MECHANICAL ATTACHMENT DETAIL_LOWER ROOF S-1.2 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING E BUILDING B PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LAYOUT LEGEND PC-8 BALLAST LAYOUT - 1.1 PC-9 MECHANICAL ATTACHMENT DETAIL S-1.3 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING B BUILDING F PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-9 BALLAST LAYOUT 1 TO 2 PC-10 MECHANICAL ATTACHMENT DETAIL S-1.4 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING F S-1.5 MODULE LAYOUT WITH ROOF ATTACHMENTS BUILDING C F-1 CARPORT FOUNDATION PLANS CARPORT 1 F-2 CARPORT FOUNDATION PLANS CARPORT 2 & 3 F-3 CARPORT FOUNDATION PLANS CARPORT 4 & 5 SD-1 FOUNDATIONS DETAILS SD-1.1 FOUNDATIONS DETAILS S1 CBC STEEL COVER SHEET - GENERAL INFORMATION S2 PV MODULE INFORMATION R1 FRAMING PLAN CP1 R2 PURLIN PLAN CP1 R3 FRAMING PLAN CP2 R4 PURLIN PLAN CP2 R5 FRAMING PLAN CP3 R6 PURLIN PLAN CP3 R7 FRAMING PLAN CP4 R8 PURLIN PLAN CP4 R9 FRAMING PLAN CP5 R10 PURLIN PLAN CP5 A1 ANCHOR ROD PLAN CP1 A2 ANCHOR ROD PLAN CP2 A3 ANCHOR ROD PLAN CP3 A4 ANCHOR ROD PLAN CP4 A5 ANCHOR ROD PLAN CP5 C1 CROSS SECTIONS CP1 C2 CROSS SECTIONS CP2, CP3, & CP4 C3 CROSS SECTIONS CP5 C4 REACTIONS D1 GENERAL DETAILS D2 GENERAL DETAILS D3 GENERAL DETAILS P1 PARTS DETAILS P2 PARTS DETAILS W1 SHOP WELDING DETAILS SAMUELI ACADEMY 589.680 kW DCp / 544.970 kW CEC AC SOLAR PHOTOVOLTAIC SYSTEM INSTALLATION 1901/1919 N. FAIRVIEW ST. , SANTA ANA, CA. 92705 DESIGN & INSTALL OF SOLAR PV SYSTEM SHALL COMPLY WITH: NEC 2020 NATIONAL ELECTRICAL CODE CEC 2022 CALIFORNIA ELECTRICAL CODE ARTICLE 690 & 2022 TITLE-24 CBC 2022 CALIFORNIA BUILDING CODE CMC 2022 CALIFORNIA MECHANICAL CODE CFC 2022 CALIFORNIA FIRE CODE CPC 2022 CALIFORNIA PLUMBING CODE 2022 CALIFORNIA ENERGY CODE 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE EV CHARGERS- CHARGEPOINT CP6000 DUAL PORT MODEL CP6021B-50A-L5.5-CHIP 1 SINGLE PORT MODEL CP6011B-50A-L5.5-CHIP 2 TOTAL EV CHARGING STATIONS 4 06/17/2024 REVISION TO: Bldg# 101116031 Revision# 101119651 APPROVAL: BLDG - GHuang 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 6/25/2024 ELECTRICAL/ CUSTOMER DATE: SCALE: SHEET # CUSTOMER F-2 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 3 - 2 8 - 2 4 _ J D . d w g J u n 1 7 , 2 0 2 4 - 2 : 5 1 p m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° CARPORTS 2 & 3 FOUNDATION PLANS STEEL CANOPY ROOF LINE ABOVE TYP. CBC STEEL COLLUMN PER STEEL SUPPLIER/ENGINEER TYP. SITE KEY PLAN CARPORT 1 CARPORT 2 CARPORT 3 CARPORT 4 CARPORT 5 1 SD-1 CARPORT 2 CARPORT 3 A B C D HGFE PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 CARPORT FOUNDATION PLANS CARPORT 2 & 3 1/8"=1'-0" 1 SD-1.1 TYP. AT LOWERED CONDITIONS GRIDLINES A THROUGH H NGEGL TE ANROAETFOLCAFI C Exp. 03-31-26 No. 88435 ST I EG S R E LVII I H E NE I R EEDR ROP EI I A SS S FE NAO Y L 06/17/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 6/25/2024 ELECTRICAL/ CUSTOMER DATE: SCALE: SHEET # CUSTOMER F-3 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 3 - 2 8 - 2 4 _ J D . d w g J u n 1 7 , 2 0 2 4 - 2 : 5 0 p m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 N E S W 45° 135°225° 315° CARPORTS 4 & 5 FOUNDATION PLANS STEEL CANOPY ROOF LINE ABOVE TYP. SITE KEY PLAN CARPORT 1 CARPORT 2 CARPORT 3 CARPORT 4 CARPORT 5 1 SD-1CARPORT 4 CARPORT 5 TYP. I J K L M N O CBC STEEL COLLUMN PER STEEL SUPPLIER/ENGINEER TYP. PIER TYPE P-1PIER TYPE P-1 PIER TYPE P-1PIER TYPE P-1 PIER TYPE P-1 PIER TYPE P-1 CARPORT FOUNDATION PLANS CARPORTS 4 & 5 1/8"=1'-0" 1 SD-1 1 SD-1.1 TYP. AT LOWERED CONDITIONS GRIDLINES I THROUGH L PIER TYPE P-1 NGEGL TE ANROAETFOLCAFI C Exp. 03-31-26 No. 88435 ST I EG S R E LVII I H E NE I R EEDR ROP EI I A SS S FE NAO Y L 06/17/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 6/25/2024 EMBEDMENT DEPTHS DEMBED PER SCHEDULE DIAMETER PER SCHEDULE 3" CLR 2"CLR COVER AT TOP TIES "T1" PER SCHEDULE STARTING FROM TOP OF PIER AND DOWN TO 5'-0" BELOW GRADE SHIFT TIES TO ALLOW 4" CONDUIT. 6" MAX. SPACING, TYP. (2 LOCATIONS) VARIES (0" TO 28" MAX) TIES "T2" PER SCHEDULE GRADE NO MORE THAN (1) 4" DIA. AND (1) 11 2" DIA.CONDUITS TO RUN THROUGH PIER. CONDUITS SHALL NOT BE IN CONTACT WITH ANY VERTICAL OR TRANSVERSE REINFORCEMENT 3" CLR TO TIES ALL AROUND 2 - 18" EMBED MIN #3 TIES AT 3" O.C. AROUND BOLTS TO TERMINATE W/ HOOKS 6 -11 2" DIAMETER F1554 GR.55 THREADED A.B., GALV W/ MIN EMBED AS SHOWN. SEE BASE PLATE PLAN VIEW FOR BOLT CONFIGURATION. STEEL COLUMN BY STEEL FABRICATOR 1 3/4" THICK BASE PLATE PER BASE PLATE PLAN VIEW BELOW BY STEEL FABRICATOR MAX 2" HIGH-STRENGTH NON-SHRINK GROUT PLAN VIEW: BASE PLATE 1'-6" 1'-01 2" 2'-4"1'-101 2" 1 9 16" HOLES 3" CLR TO TIES ALL AROUND TIES/HOOPS. SIZE & SPACING PER PIER ELEVATION CONCRETE PIER, DIAMETER PER SCHEDULE COLUMN & BASE PLATE ABOVE BY STEEL FABRICATOR EQUALLY SPACED VERTICALS PER SCHEDULE 6" LAP MIN CUSTOMER DATE: SCALE: SHEET # CUSTOMER SD-1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 3 - 2 8 - 2 4 _ J D . d w g J u n 1 7 , 2 0 2 4 - 1 2 : 0 2 p m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 FOUNDATION DETAILS CONCRETE PIER SECTION2 SCALE: N.T.S. FOUNDATION GENERAL NOTES: 1.THESE DRAWINGS ARE COPYRIGHTED INSTRUMENTS OF MOTIVE ENERGY FOR USE ON THIS PROJECT & THIS PROJECT ONLY. 2.CONTRACTOR RESPONSIBILITY-CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR MEANS, METHODS, SEQUENCING, AND SAFETY PRECAUTIONS INCLUDING BUT NOT LIMITED TO SHORING OR BRACING. FOLLOW WRITTEN DIMENSIONS ONLY & VERIFY IN FIELD ALL DIMENSIONS BEFORE COMMENCING WORK. CONTACT EOR WHEN ANY DISCREPANCY IS ENCOUNTERED. DRAWING SHALL NOT BE SCALED. 3.ALL CONCRETE SHALL BE SUPPLIED & PLACED IN ACCORDANCE WITH ACI 318. 4.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE II. SEE SOILS REPORT FOR SULFATE CONTENT. WHERE SEVERE OR VERY SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-19 TABLE 19.3.2.1 5.CONCRETE W/C RATIO SHALL NOT EXCEED 0.45. 6.AGGREGATE FOR FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. 7.USE 1" MAXIMUM AGGREGATE SIZE. 8.PLACEMENT: 8.1. ALL REINFORCING BARS, ANCHOR BOLTS, AND ALL OTHER HARDWARE SHALL BE SECURED IN POSITION PRIOR TO CONCRETE POUR. 8.2. CONCRETE SHALL BE PLACED IN CONTINUOUS FASHION, AND UNINTERRUPTED BETWEEN PREDETERMINED CONSTRUCTION JOINTS. 8.3. USE VIBRATORS TO CONSOLIDATE CONCRETE. 8.4. CONCRETE SHALL BE CONTINUOUSLY CURED FOR 7 DAYS AFTER PLACEMENT WITH THE EXCEPTION OF FOUNDATION CONCRETE. 8.5. ALL IMPERFECTIONS, INCLUDING HOLES RESULTING FROM INSERTS, SHALL BE GROUTED, BRUSHED, AND SACKED TO UNIFORM FINISH. 8.6. ALL CORNERS SHALL BE CHAMFERED (3/4" MIN) TO PREVENT DAMAGE. 8.7. CONSTRUCTION TOLERANCE SHALL BE IN ACCORDANCE WITH ACI 117. 9.CONCRETE TO OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF FC' = 4,500 PSI AT 28 DAYS. 10.CONCRETE MIXES SHALL BE SUBMITTED FOR THE REVIEW AND APPROVAL OF THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION. 11.ALL REBAR TO BE GRADE 60. 12.CONCRETE TO REACH 1500 PSI PRIOR TO REMOVAL OF SHORING AND/OR INSTALLATION OF BEAMS AND PURLINS. 13.PIER EXCAVATION SHALL BE CLEAN OF ALL DELETERIOUS MATERIAL, INCLUDING LOOSE SOIL, PRIOR TO POURING CONCRETE. 14.SPECIAL INSPECTION OF PIER FOUNDATION EXCAVATIONS SHALL BE PERFORMED IN ACCORDANCE WITH CBC SECTION 1705.8. 15.CONCRETE BREAK TESTS SHALL BE PERFORMED, WITH THE FOLLOWING EXCEPTION: PER ACI 5.6.2.3, THE CONTRACTOR CAN ASK FOR APPROVAL FROM THE BUILDING OFFICIAL TO FORGO BREAK TESTS IF ALL THE FOLLOWING CRITERIA ARE MET: 1. HISTORIC BREAK TESTS FOR SPECIFIC MIX DESIGN THAT WILL BE USED ARE OBTAINED FROM THE READY MIX SUPPLIER AND SUBMITTED TO THE BUILDING DEPT. OR INSPECTOR AND TO THE EOR. 2. THE QUANTITY OF SAID SPECIFIC MIX DESIGN TO BE USED ON THE PROJECT IS LESS THAN 50 CUBIC YARDS. 3. THE LOAD TICKETS FOR THE CONCRETE DELIVERED TO THE SITE ARE RETAINED WITH COPIES SUBMITTED TO THE BUILDING DEPT. OR INSPECTOR AND TO THE EOR. 16.UNDER NO CIRCUMSTANCES SHALL WATER BE ADDED TO THE CONCRETE AT THIS JOB SITE. 17.SPECIAL INSPECTION IS REQUIRED FOR THIS PROJECT. DESIGN CRITERIA CODES: 2022, ASCE 7-16, ACI 318-19 WIND SPEED: 95 MPH EXPOSURE: B IMPORTANCE FACTOR (WIND)= 1.0 SS=1.328 SMS=0.472 SDS=0.885 SEISMIC DESIGN CATEGORY: D RISK CATEGORY: II IMPORTANCE FACTOR (SEISMIC)= 1.0 SOILS PARAMETERS: GEOTECHNICAL ENGINEER: LEIGHTON CONSUTING, INC. GEOTECHNICAL REPORT NUMBER: 11975.005 GEOTECHNICAL REPORT DATE:05/09/2023 ALLOWABLE LATERAL BEARING:300 PSF/FT ALLOWABLE BEARING WIDTH INCREASE:YES. 2X WIDTH WHERE SPACING IS > 3X PIER DIAMTER ALLOWABLE INCREASE FOR SHORT DURATION:YES. 33% ALLOWABLE SKIN FRICTION - DOWNWARD:150 PSF ALLOWABLE SKIN FRICTION - UPLIFT:90 PSF TOP OF SOIL TO IGNORE:1'-0" ELEVATION OF CONCRETE PIER1 CONCRETE PIER SCHEDULE PIER TYPE PER PLAN DEMBED DIAMETER VERTICALS T1 T2 P-1 10'-0"42"12-#7 #5 AT 4" O.C.#5 AT 12" O.C. NTS NGEGL TE ANROAETFOLCAFI C Exp. 03-31-26 No. 88435 ST I EG S R E LVII I H E NE I R EEDR ROP EI I A SS S FE NAO Y L 06/17/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 6/25/2024 EM B E D M E N T D E P T H D EM B E D P E R SC H E D U L E O N 1 / S D - 1 + B U R I E D D E P T H DIAMETER PER SCHEDULE ON 1/SD-1 (E) PAVERS 2 SD-1 BURIED DEPTH 0" TO 18" MAX STEEL COLUMN BY STEEL FABRICATOR REFER TO DETAIL 1 & 2/SD-1 FOR ADDITIONAL INFORMATION NOT SHOWN (E) PAVERS PAVERS BEYOND 3" CLR MIN 6" MAX BASE/FINISH MATERIAL PER CONTRACTOR COMPACTED TO BOTTOM OF (E) PAVERS BURRY BASE PLATE, ANCHOR BOLTS, AND WASHERS WITH MIN 8" OF CONCRETE. MATCH DIAMETER OF PIER OPTIONAL COLD JOINT- PROVIDE 12-#5 VERT. DOWELS WITH 2' EXTENSION EACH WAY & SPACE EVENLY SIMILAR TO VERTICALS EM B E D M E N T D E P T H D EM B E D P E R S C H E D U L E O N 1 / S D - 1 CUSTOMER DATE: SCALE: SHEET # CUSTOMER SD-1.1 APN PLAN SET REVISIONS 399-031-24 / 399-031-23 6/8/2023 SAMUELI ACADEMY 1901/1919 N. FAIRVIEW ST. SANTA ANA, CA. 92705 CONTRACTOR SIGNATURE: DAVID CLEVELAND CO N T R A C T O R ' S L I C E N S E # 1 0 8 9 1 1 7 C L A S S B DRAWN BY: CHECKED BY: APPROVED BY: ENGINEER STAMP PROJECT NUMBER 1074220072 C: \ U s e r s \ j o d i a z \ M o t i v e E n e r g y I n c \ M E S - P r o j e c t s - C & I \ O r a n g e w o o d F o u n d a t i o n \ E n g i n e e r i n g \ C A D \ P l a n \ S a m u e l i A c a d e m y _ M A S T E R P L A N S E T _ 0 3 - 2 8 - 2 4 _ J D . d w g J u n 1 7 , 2 0 2 4 - 2 : 5 0 p m J.D. 10-27-23 J.M. 10-27-23 B.B. 10-27-23 FOUNDATION DETAILS CONCRETE PIER DETAIL - BURIED CONDITION1 NTS NGEGL TE ANROAETFOLCAFI C Exp. 03-31-26 No. 88435 ST I EG S R E LVII I H E NE I R EEDR ROP EI I A SS S FE NAO Y L 06/17/2024 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 6/25/2024