Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
4011 W Carriage Dr - Plan
DATE: 3-14-24 1 OF 4 954 N. BATAVIA ORANGE, CA 92867 PH: 714-771-6580 PROJECT TEAM CLIENT: EATON 4011 CARRIAGE DR. SANTA ANA, CA 92794 CONTRACTOR: AZTEC SUPPLY 954 N. BATAVIA ORANGE, CA 92867 T1 SHEET INDEX TITLE SHEET Sheet Number A-1.0 Sheet Description SITE / FLOOR PLAN 24-0640-A STORAGE RACK DETAILS BUILDING CODE ANALYSIS GENERAL NOTES: PROJECT DATA 4011. W. CARRIAGE DR. SANTA ANA, CA. 92704 OCCUPANCY: B, S-1, F-1 BUILDING CONSTRUCTION TYPE: lllB, FULLY SPRINKLERED NUMBER OF STORIES: 1 2022 CALIFORNIA BUILDING CODE, SEC. 2209 APPLICABLE CODES; BUILDING : 54,300 SQ FT NORTH JURISDICTION: SANTA ANA CA STORAGE RACKS SEPERATE SUBMITTALS SHEET SITE POWER DISTRIBUTION, INC.AZTEC SUPPLY COMPANY -CODES: 2022 CALIFORINA BUILDING CODE, SEC 2209 -SPECIAL INSPECTION: ANCHORS 714.771.6580 CONT. LIC # 363989 CA LICENSE # 363989 INSTALL NEW STORAGE RACKS IN WAREHOUSE PROJECT SCOPE: ` -HILTI KWIK BOLT TZ 2 (KB-TZ2) ERS-4266 3" EMBEDMENT, PERIODIC INSPECTION BUILDING HEIGHT: 25' COPE OF WORK: INSTALL NEW STORAGE RACKS IN WAREHOUSE 24-0640-B RACK LAYOUT ENGINEER: SEIZMIC, INC 1130 E. CYPRESS COVINA, CA 91724 PHONE: 909.869.0989 CA LICENSE 25969 213.716.3798 INSTALL STORAGE RACKS IN EXISTING WAREHOUSE, HIGH PILE APPROVAL BEING DONE SEPERATLEY, 4 TOTAL SHEETS CLEAR HEIGHT: 23' HIGH PILE STORAGE COMPLIANCE FIRST, INC. 1057 E. IMPERIAL AVE PLACENTIA, CA 92870 PH: 714-572-4410 #416-026-05 PARCEL # 405 W. SEGERSTR0M AVE CARRIAGE DR. S. H A R B O R B L V D CR O D D Y W A Y SITE HIGH PILE STORAGE SUBMITTAL # SR545260 HIGH-PILE STORAGE SUBMITTLE # SR545260 - DEPUTY INSPECTOR TO BE APPROVED BY THE CITY OF SANA ANA EXPIRES 12-31-2025 Digitally signed by Sal Fateen Date: 2024.03.28 10:04:56-07'00' Bldg# 101119091 APPROVALS: PLNG - PRaj BLDG - GHuang 4011 W Carriage Dr 9/11/2024 EXIT ACCESS EXIT ACCESS 12" 10" 10" 48"96" 4' 48" 96" 96" 48" 96" 96"48" 42" 42" 42" 10'-911 16" 9'-6" 9'-15 8" 42" 42" N AD D R E S S : DRAWING NUMBER: DESCRIPTION: DRAWN BY: DATE: LAST REV. BY: REV. DATE: APRV'D BY: SAL E. FATEEN TYPE: DA T E RE V . BY DE S C R I P T I O N SCALE:3/16" = 1'-0" Tel.(909)869-0989 Covina, California EST. 1985 ENGINEERING, INC. 1130 E. Cypress St. SEIZMIC 91724 SEIZMIC PO W E R D I S T R I B U T I O N , I N C . 40 1 1 W . C A R R A I G E D R . SA N T A A N A , C A 9 2 7 0 4 M.V. / K.E. 03/07/24 LAYOUT 24-0640-B No. 25969 E E CS R TTEA FO NRL I VI I ACL FO AI R OF E.ETSIG D RP SA ER L AL N OSISEEEN TAFEE GN I EN E EXPIRES 12-31-2025 4011 W Carriage Dr 9/11/2024 EXIT ACCESS EXIT ACCESS EXIT ACCESS EXIT ACCESS EXIT ACCESS EXIT ACCESS EXIT ACCESS EXIT ACCESS EXIT ACCESSEXIT ACCESS Office Area Office Area RISER WITH ALARM VALVE EXIT ACCESS Warehouse Area ± 54,3000 Sq.Ft. RISER WITH ALARM VALVE W Carriage Dr W Carriage Dr S S h a n n o n S t SHT. A-1.0 AZTEC CORPORTATION 954 N. BATAVIA ORANGE, CA 92867 714.771.6580 PO W E R D I S T R I B U T I O N , I N C . 40 1 1 C A R R I A G E D R . SA N T A A N A , C A 9 2 7 0 4 DATE: 3/24/24 CA CONTRACTORS LIC. # 363989 415'-10" 363'-5" SITE / FLOOR PLAN 12" 10" 10" 48"96" 4' 48" 96" 96" 48" 96" 96"48" 42" 42" 42" NEW STORAGE RACKS THIS PERMIT APPLICATION N INSIDE BLDG. ELEVATION 96" 60" 60" 60" TOP OF STORED 20'23' ROOF MATERIAL 20' MAX. 6,000# SHELF LOAD 6,000# SHELF LOAD 6,000# SHELF LOAD 10'-911 16" 9'-6" 9'-15 8" 42" 42" EXPIRES 12-31-2025 4011 W Carriage Dr 9/11/2024 1 ATTACH W/ (1) 5/16"Ø X 3" GR. 5 BOLT 4B 4A TYP.1/8" 8" 1/4" THK. Ø5/8" 8" 1" TYP. 1" TYP.2 3" 14 GA. 1 4" TYP.1/8" SOIL 2 1 (4) ANCHORS REQ'D PER BASE PLATE SLAB ON GRADE 1/2"Ø ANCHOR 3" NOMINAL EMBED.15/16" 1 3/8" 3/8" 16 GA. 1 31/32" 1 3/16"16 GA. V-A 1 5 2 3 4 6 V-B 3 1/4"10 GA. 1 5/8" 6B 8" 1" 2" 2" 2" 16 GA. 1 5/8" 6" 1"1 1/2" TYP.1/8" 5B 1/8"TYP. 16 GA. 1 5/8" 3" 1"1 1/2" TYP.1/8" 5A 1/8"TYP. 3 1/4"10 GA. 1 5/8" 6A 6" 1" 2" 2" 2" TYP. 7/16"Ø STUD 5 6 1 60" 60" 240" 48" 8" 44" 44" 44"240" 42" FRONT VIEW SIDE VIEW 4' WIDE BAYS 60" 60" 60" 240" 96" 8" 44" 44" 44" 44" 44" 240" 42" FRONT VIEW SIDE VIEW TYPICAL BAY 5B 4B 4B 4B 4B 4B 4A 4A 4A 6,000# 6,000# 6,000# 44" 44"4A 60" 5A 3,000# 3,000# 3,000# V-A TYPICAL BRACE TO COLUMN CONNECTION 1 COLUMN 2 BASE PLATE 3 ANCHOR 4A STD HORIZONTAL & STD DIAGONAL BRACE V-B TYPICAL BEAM TO COLUMN CONNECTION 5A BEAM 6A CONNECTOR 5B BEAM 6B CONNECTOR STORAGE RACK ELEVATIONS AD D R E S S : DRAWING NUMBER: DESCRIPTION: DRAWN BY: DATE: LAST REV. BY: REV. DATE: APRV'D BY: SAL E. FATEEN TYPE: DA T E RE V . BY DE S C R I P T I O N SCALE:N.T.S. Tel.(909)869-0989 Covina, California EST. 1985 ENGINEERING, INC. 1130 E. Cypress St. SEIZMIC 91724 SEIZMIC PO W E R D I S T R I B U T I O N , I N C . 40 1 1 W . C A R R A I G E D R . SA N T A A N A , C A 9 2 7 0 4 M.V. / K.E. 03/07/24 UMH STORAGE RACK DETAILS 24-0640-A NOTES: 1. DESIGNED PER SECTION 2209 OF THE 2022 CBC. Fa = 1.2 & Ss = 1.32. SEISMIC DESIGN CATEGORY: D. 2. STORAGE CAPACITY: SEE ELEVATIONS. 3. STEEL: ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILTI KWIK BOLT TZ 2, ICC #ESR-4266. 6. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 7. CONCRETE: 5" THICK x 2,800 PSI. 8. MODULUS OF SUB-GRADE REACTION: 50 PCI. (DISTURBED SOIL: 500 PSF) 9. THE MAXIMUM TOP TO BOTTOM OUT-OF-PLUMB RATIO AND OUT-OF- STRAIGHT RATIO RACK COLUMN IS 1/240 (FOR EXAMPLE 1/2" PER 10 FEET OF HEIGHT). COLUMN WHOSE OUT-OF-PLUMB RATIO OR OUT- OF-STRAIGHT RATIO EXCEEDS THIS LIMIT SHALL BE UNLOADED AND RE-PLUMBED. ANY DAMAGED PARTS MUST BE REPAIRED OR REPLACED. 10. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSE KEEPING, AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO, THE FOLLOWING: A) PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF THE OVERALL RACK SYSTEM. B) REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS. C) REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE OPERATING CONDITION. D) ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. E) REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. F) PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. G) ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATIONS. 4B HD HORIZONTAL & HD DIAGONAL BRACE GENERAL CONFIGURATION No. 25969 E E CS R TTEA FO NRL I VI I ACL FO AI R OF E.ETSIG D RP SA ER L AL N OSISEEEN TAFEE GN I EN E EXPIRES 12-31-2025 4011 W Carriage Dr 9/11/2024 W . CARRIAGE DR. N POWER DISTRIBUTION, INC. 4011 W. CARRIAGE DR. SANTA ANA, CA 92704 PERMIT # 101119091 4011 W Carriage Dr 9/11/2024 108&3%*45*#65*0/ */$ 8$"33*"(&%3 4"/5""/" $" 1&3.*5 / 4011 W Carriage Dr 9/11/2024 FOR POWER DISTRIBUTION,INC. 4011 W.CARRAIGE DR. SANTA ANA,CA 92704 Reviewed By: Gary Huang Redlines Calcs Pg.4 Changemark #1:SEOR to specify how this number is derived. RESPONSE:Loading is determined by the product demand instructed to us by the end user/client. Redlines Calcs Pg.4 Changemark #2:SEOR to specify how both Pstatic and Pseismic are derived and yield to 3000 lb per level design loads. RESPONSE:We take the loading and distribute to the frame (2 columns).Pstatic is taken as the static loading on an individual column. Pstatic =Product +Dead /2.Since this bay is adjacent to Configuration #2 Typical,that loading will be partially imparted on the column. Pstaticl =3000lbs(3lvls)+100lbs(3lvls)/2 =4650lbs Pstatic2 =6000lbs(3lvls)+100lbs(3lvls)I 2 =9150lbs (Pstaticl +Pstatic2)/2 =Pstatictot =6900lbs.Since each column sees half the loading on one side. Pseismic =Overturning moment /depth of the rack.On sheet #37 Movt =283,080in- lbs/42in =67401bs Should there be any questions regarding the above responses,please contact me at (909)869-0989. Sincerely, Kevin Elvira SEIZMIC Inc. 1130 E.Cypress St.Covina CA91724 Job No. 24-0640 JUNE 14, 2024 P.C.#101119091 Ref #11 & 12 EXPIRES 12-31-2025 4011 W Carriage Dr 9/11/2024 SPECIAL PRODUCTS CONVEYORS STORAGE RACKS OTHER SERVICES SHELVING SPECIAL PRODUCTS TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS METAL SHUTTLES MACHINERY HEADER STEEL DRIVE-IN PERMIT AQUISITION METAL/WOOD VLM VRC RACK BLDGS ROBOTIC PLATFORMS PUSH BACK EGRESS PLANS MOVABLE CAROUSELS SHEDS PICK MODULES FLOW RACK STATE APPROVALS GONDOLAS FENCING SYSTEMS WORK PLATFORMS ROOF VERIFICATION CANTILEVER PRODUCT TESTING LOCKERS MODULAR OFFICES FOOTINGS TITLE 24 CATWALKS MINI-LOAD SYSTEMS LICENSED IN 50 STATES ANALYSIS OF STORAGE RACKS FOR Power Distribution Inc. 4011 W. CARRAIGE DR., SANTA ANA, CA Job No. 24-0640 Approved by: SAL E. FATEEN, P.E. 6/19/2024 1130 E. Cypress St *Covina, CA 91724 *(909) 869-0989 EXPIRES 12-31-2025 4011 W Carriage Dr 9/11/2024 Table of Contents Parameters 2 Components and Specifications 3 Loads and Distributions 5 Basic Load Combinations 11 Longitudinal Analysis 13 Column & Backer Analysis 15 Beam Analysis 19 Beam to Column Analysis 25 Bracing Analysis 27 Anchor Analysis 31 Overturning Analysis 37 Baseplate Analysis 39 Slab and Soil Analysis 43 Parameters 45 Components and Specifications 46 Loads and Distributions 48 Basic Load Combinations 54 Longitudinal Analysis 56 Column & Backer Analysis 58 Beam Analysis 62 Beam to Column Analysis 68 Bracing Analysis 70 Anchor Analysis 74 Overturning Analysis 80 Baseplate Analysis 82 Slab and Soil Analysis 86 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 1 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being common between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector CONCEPTUAL DRAWING Some components may not be used or may vary NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 2 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Load per Level 3000 lbs 3000 lbs 3000 lbs 60" 60" 60" 60" 60" 60" 48" FRONT VIEW 240" 8" 44" 44" 44" 44" 44" 12" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 1: 4ft Wide Bay Adjacent to: Typical UMH 1.7 Levels: 3 Panels: 5 Ss = 1.32 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 591 lbs. VTrans = 2476 lbs. Pstatic = 6900 lbs. Pseismic = 6740 lbs. FRAME BEAM CONNECTOR COLUMN 4 x 3 - .0787 (14Ga) Steel = 55000 psi Stress = 64% (level 1) HORIZONTAL BRACE 1.375 x 1.0 - .059 (Std) Stress = 77% (panel 1) DIAGONAL BRACE 1.969 x 1.181 - .059 (Tube) Stress = 72% (panel 1) 3 x 2.5 - .0590 (16Ga) Steel = 55 ksi Max Static Cap. = 6208 lb. Stress = 49% Max stress = 49% (level 1) 3 Pin 2" cc Connector Stress = 44% Max stress = 44% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 x 8 x 0.25 in. 4 anchors/plate Moment = 5833 in-lb. Stress = 22% Slab = 5" x 2800 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 43% (S) Hilti Kwik Bolt TZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3 in. Embed. Pullout Capacity = 1404 lbs. Shear Capacity = 3024 lbs. Anchor stress = 73% Notes: Material based on UMH Teardrop style rack. Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 3 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Load per Level 6000 lbs 6000 lbs 6000 lbs 60" 60" 60" 96" FRONT VIEW 240" 8" 44" 44" 44" 44" 44" 12" 42" SIDE VIEW COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2022 CBC Configuration 2: Typical UMH 1.7 Levels: 3 Panels: 5 Ss = 1.32 Fa = 1.2 I = 1 S1 = 0.47 Fv = 1.83 SDC = D VLong = 782 lbs. VTrans = 3275 lbs. Pstatic = 9150 lbs. Pseismic = 8880 lbs. FRAME BEAM CONNECTOR COLUMN 4 x 3 - .0787 (14Ga) Steel = 55000 psi Stress = 89% (level 1) HORIZONTAL BRACE 1.375 x 1.0 - .059 (Std) Stress = 68% (panel 3) DIAGONAL BRACE 1.969 x 1.181 - .059 (Tube) Stress = 95% (panel 1) 6 x 2.5 - .0590 (16Ga) Steel = 55 ksi Max Static Cap. = 8688 lb. Stress = 70% Max stress = 70% (level 1) 4 Pin 2" cc Connector Stress = 38% Max stress = 38% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 x 8 x 0.25 in. 4 anchors/plate Moment = 5833 in-lb. Stress = 27% Slab = 5" x 2800 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 58% (S) Hilti Kwik Bolt TZ 2 (KB-TZ2) ESR-4266 0.5 in. x 3 in. Embed. Pullout Capacity = 1404 lbs. Shear Capacity = 3024 lbs. Anchor stress = 96% Notes: Material based on UMH Teardrop style rack. All diagonals AND bottom 3 horizontals to be 1.969 x 1.181 x 16ga tube bracing. Seizmic Analyzer version 20210106 © Copyright 1991-2022 Seizmic Inc. All rights reserved PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 4 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Loads and Distributions: 4ft Wide Bay Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2022 CBC # of Levels:3 SDC:D RL:6 Ss:1.32 Pallets Wide:2 WPL:13500 RT:4 S1:0.47 Pallets Deep:1 WDL:300 lbs Fa:1.2 Ip:1 Pallet Load:1500 Fv:1.83 Tl:1.5 Total Frame Load:13800 lbs SDS = 2/3 . Ss . Fa =1.06 SD1 = 2/3 . S1 . Fv =0.57 Ws = 0.67 . WPL + WDL =9345 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.57 / (1.5 . 6) . 1 . 9345 = 591.85 lbs Vlong need not be greater than:Vtrans need not be greater than: Vlong2 = Cs . Ip . Ws Vtrans1 = Cs . Ip . Ws = SDS / RL . IP . Ws = SDS / RT . IP . Ws = 1.06 / 6 . 1 . 9345 = 1650.95 lbs = 1.06 / 4 . 1 . 9345 = 2476.43 lbs If S1 >= 0.6, then Vlong shall not be less than:If S1 >= 0.6, then Vtrans shall not be less than: Vlong3 = Cs . Ip . Ws Vtrans2 = Cs . Ip . Ws = 0.5 . S1 / RL . IP . Ws = 0.5 . S1 / RT . IP . Ws = 0.5 . 0.47 / 6 . 1 . 9345 = 366.01 lbs = 0.5 . 0.47 / 4 . 1 . 9345 = 549.02 lbs Vlong shall not be less than:Vtrans shall not be less than: Vlong4 = Cs . Ip . Ws Vtrans3 = Cs . Ip . Ws = Max[0.044 . SDS , 0.03] . IP . Ws = Max[0.044 . SDS , 0.5 . S1 / RT , 0.03] . IP . Ws = Max[0.05, 0.03] . 1 . 9345 = 435.85 lbs = Max[0.05, 0.06, 0.03] . 1 . 9345 = 549.02 lbs Since:591.85 ≤ 1650.95 & 591.85 ≥ 366.01 & 591.85 ≥ 435.85 Since:2476.43 ≥ 549.02 & 2476.43 ≥ 549.02 Vlong = 591 lbs Vtrans = 2476 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 5 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Loads and Distributions: 4ft Wide Bay (Page 2) fi = V WiHi SWiHi Longitudinal Transverse Level hx wx wxhx fi wx wxhx fi 1 60 2300 138000 98.5 2300 138000 412.67 2 120 2300 276000 197 2300 276000 825.33 3 180 2300 414000 295.5 2300 414000 1238 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 6 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction (A-7) Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb L kce = 4EIc H kb = EIc H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams # of levels 3 min. # of bays 3 Nc 36 Nb 8 kc 300 kip-in/rad kbe 2571 kip-in/rad kb 317 kip-in/rad kce 1271 kip-in/rad Ib 0.7 in4 L 48 in Ic 1.94 in4 H 180 in E 29500 ksi Level hpi Wpi 1 87 in 4 kip 2 147 in 4 kip 3 208 in 4 kip Calculated T =2.96 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 7 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Loads and Distributions: Typical Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2022 CBC # of Levels:3 SDC:D RL:6 Ss:1.32 Pallets Wide:2 WPL:18000 RT:4 S1:0.47 Pallets Deep:1 WDL:300 lbs Fa:1.2 Ip:1 Pallet Load:3000 Fv:1.83 Tl:1.5 Total Frame Load:18300 lbs SDS = 2/3 . Ss . Fa =1.06 SD1 = 2/3 . S1 . Fv =0.57 Ws = 0.67 . WPL + WDL =12360 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Transverse Vlong1 = Cs . Ip . Ws = SD1 / (TL . RL) . IP . Ws = 0.57 / (1.5 . 6) . 1 . 12360 = 782.8 lbs Vlong need not be greater than:Vtrans need not be greater than: Vlong2 = Cs . Ip . Ws Vtrans1 = Cs . Ip . Ws = SDS / RL . IP . Ws = SDS / RT . IP . Ws = 1.06 / 6 . 1 . 12360 = 2183.6 lbs = 1.06 / 4 . 1 . 12360 = 3275.4 lbs If S1 >= 0.6, then Vlong shall not be less than:If S1 >= 0.6, then Vtrans shall not be less than: Vlong3 = Cs . Ip . Ws Vtrans2 = Cs . Ip . Ws = 0.5 . S1 / RL . IP . Ws = 0.5 . S1 / RT . IP . Ws = 0.5 . 0.47 / 6 . 1 . 12360 = 484.1 lbs = 0.5 . 0.47 / 4 . 1 . 12360 = 726.15 lbs Vlong shall not be less than:Vtrans shall not be less than: Vlong4 = Cs . Ip . Ws Vtrans3 = Cs . Ip . Ws = Max[0.044 . SDS , 0.03] . IP . Ws = Max[0.044 . SDS , 0.5 . S1 / RT , 0.03] . IP . Ws = Max[0.05, 0.03] . 1 . 12360 = 576.47 lbs = Max[0.05, 0.06, 0.03] . 1 . 12360 = 726.15 lbs Since:782.8 ≤ 2183.6 & 782.8 ≥ 484.1 & 782.8 ≥ 576.47 Since:3275.4 ≥ 726.15 & 3275.4 ≥ 726.15 Vlong = 782 lbs Vtrans = 3275 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 8 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Loads and Distributions: Typical (Page 2) fi = V WiHi SWiHi Longitudinal Transverse Level hx wx wxhx fi wx wxhx fi 1 60 3050 183000 130.33 3050 183000 545.83 2 120 3050 366000 260.67 3050 366000 1091.67 3 180 3050 549000 391 3050 549000 1637.5 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 9 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction (A-7) Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb L kce = 4EIc H kb = EIc H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams # of levels 3 min. # of bays 3 Nc 36 Nb 8 kc 400 kip-in/rad kbe 7435 kip-in/rad kb 317 kip-in/rad kce 1271 kip-in/rad Ib 4.03 in4 L 96 in Ic 1.94 in4 H 180 in E 29500 ksi Level hpi Wpi 1 87 in 6 kip 2 147 in 6 kip 3 208 in 6 kip Calculated T =2.94 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 10 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 LRFD Basic Load Combinations: 4ft Wide Bay 2022 CBC& RMI / ANSI MH 16.1 V Trans = 2,476 lbs MTrans = S(fTrans . hx) = 346,640 in-lbs b = 0.7 V Long = 591 lbs ETrans = MTrans / frame depth = 8,253 lbs b = 1.0 (Uplift combination only) P = Product Load / 2 = 6,750 lbs r = 1 D = Dead Load . 0.5 = 150 lbs SDS = 1.06 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load = 1.4 D + 1.2 P = (1.4 . 150) + (1.2 . 6,750)= 8,310 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 150) + (1.4 . 6,750) + (1.6 . 0) + (0.5 . 0)= 9,630 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 150) + (0.85 . 6,750) + (0.5 . 0) + (1.6 . 0)= 5,917 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 150) + (0.85 . 6,750) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 5,917 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rETrans + 0.2S = (1.2 + 0.2 . 1.06) . 150 + (1.2 + 0.2 . 1.06) . 0.7 . 6,750 + 0.5 . 0 + 1 . 8,253 + 0.2 . 0= 15,136 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rELong + 0.2S = (1.2 + 0.2 . 1.06) . 150 + (1.2 + 0.2 . 1.06) . 0.7 . 6,750 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 6,883 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 150 + 0.9 . 6,750 + 1.0 . 0 = 135 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)bPapp - rETrans = (0.9 - 0.2 . 1.06) . 150 + (0.9 - 0.2 . 1.06) . 1 . 6,750 - 1 . 8,253= -3,506 lbs For a single beam, D = 16 lbs P = 1,500 lbs I = 187 lbs See Base Plate tension Analysis for Over-Strength factor application. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 16) + (1.6 . 0) + (0.5 . 0) + (1.4 . 1,500) + (1.4 . 187) = 2,381 lbs ASD Load Combinations for Slab Analysis 1.(1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)bP + 0.7rE) = (1 + 0.105 . 1.06) . 150 + 0.75((1.4 + 0.14 . 1.06) . 0.7 . 6,750 + 0.7 . 1 . 8,253)= 9,986 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)bP + 0.7rE = (1 + 0.14 . 1.06) . 150 + (0.85 + 0.14 . 1.06) . 0.7 . 6,750 + 0.7 . 1 . 8,253= 10,667 lbs 3.D + P = 150 + 6,750 = 6,900 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 11 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 LRFD Basic Load Combinations: Typical 2022 CBC& RMI / ANSI MH 16.1 V Trans = 3,275 lbs MTrans = S(fTrans . hx) = 458,500 in-lbs b = 0.7 V Long = 782 lbs ETrans = MTrans / frame depth = 10,916 lbs b = 1.0 (Uplift combination only) P = Product Load / 2 = 9,000 lbs r = 1 D = Dead Load . 0.5 = 150 lbs SDS = 1.06 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load = 1.4 D + 1.2 P = (1.4 . 150) + (1.2 . 9,000)= 11,010 lbs 2. Gravity Load = 1.2 D + 1.4 P + 1.6 L + 0.5 (Lr or S or R) = (1.2 . 150) + (1.4 . 9,000) + (1.6 . 0) + (0.5 . 0)= 12,780 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2 . 150) + (0.85 . 9,000) + (0.5 . 0) + (1.6 . 0)= 7,830 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(Lr or S or R) = (1.2 . 150) + (0.85 . 9,000) + (0.5 . 0) + (1.0 . 0) + (0.5 . 0)= 7,830 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rETrans + 0.2S = (1.2 + 0.2 . 1.06) . 150 + (1.2 + 0.2 . 1.06) . 0.7 . 9,000 + 0.5 . 0 + 1 . 10,916 + 0.2 . 0= 20,024 lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)bP + 0.5L + rELong + 0.2S = (1.2 + 0.2 . 1.06) . 150 + (1.2 + 0.2 . 1.06) . 0.7 . 9,000 + 0.5 . 0 + 1 . 0 + 0.2 . 0= 9,107 lbs 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W = 0.9 . 150 + 0.9 . 9,000 + 1.0 . 0 = 135 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)bPapp - rETrans = (0.9 - 0.2 . 1.06) . 150 + (0.9 - 0.2 . 1.06) . 1 . 9,000 - 1 . 10,916= -4,621 lbs For a single beam, D = 32 lbs P = 3,000 lbs I = 375 lbs See Base Plate tension Analysis for Over-Strength factor application. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 . 32) + (1.6 . 0) + (0.5 . 0) + (1.4 . 3,000) + (1.4 . 375) = 4,763 lbs ASD Load Combinations for Slab Analysis 1.(1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)bP + 0.7rE) = (1 + 0.105 . 1.06) . 150 + 0.75((1.4 + 0.14 . 1.06) . 0.7 . 9,000 + 0.7 . 1 . 10,916)= 13,214 lbs 2.(1 + 0.14SDS)D + (0.85 + 0.14SDS)bP + 0.7rE = (1 + 0.14 . 1.06) . 150 + (0.85 + 0.14 . 1.06) . 0.7 . 9,000 + 0.7 . 1 . 10,916= 14,103 lbs 3.D + P = 150 + 9,000 = 9,150 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 12 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Longitudinal Analysis: 4ft Wide Bay This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). MConnR =MConnL = MConn MConn =((MUpper + MLower) / 2) + MEnds VCol =VLong / # of columns = 296 lbs MBase =5833 in-lbs MLower =((Vcol . hi) - MBase (296 lbs . 58 in.) - 5833 in-lbs = 11335 in- lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 60 49 6,900 11,335 2,350 13,685 2 60 99 4,600 11,335 2,350 13,685 3 60 148 2,300 11,335 2,350 8,017 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 13 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Longitudinal Analysis: Typical This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). MConnR =MConnL = MConn MConn =((MUpper + MLower) / 2) + MEnds VCol =VLong / # of columns = 391 lbs MBase =5833 in-lbs MLower =((Vcol . hi) - MBase (391 lbs . 58 in.) - 5833 in-lbs = 16845 in- lbs Levels hi fi Axial Load Moment Beam End Moment Connector Moment 1 60 65 9,150 16,845 3,371 20,216 2 60 130 6,100 16,845 3,371 20,216 3 60 196 3,050 16,845 3,371 11,793 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 14 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 COLUMN ANALYSIS: 4ft Wide Bay ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.7 . 58 / 1.489 = 66.23 Ky . Ly / Ry = 1 . 44 / 1.034 = 42.54 KL/Rmax = 66.23 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.4892 + 1.0342 + -2.5792)1/2 = 3.152 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.579/3.152)2 = 0.331 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 66.232 = 66.381 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.331)((66.381 + 139.722) - (66.381 + 139.722)2 - (4 . 0.331 . 66.381 . 139.722))1/2)= 48.827 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 66.232 = 66.381 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.875 . 3.1522(11300 . 0.002 + (3.142 . 29500 . 5.085) / (0.8 . 44)2) = 139.722 ksi Fe = Min(Fe1, Fe2) =48.827 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 48.827)1/2 = 1.061 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 34.325 (Eq C4.1-2) Thus: Pn = 22327 lbs Pa = 18978 lbs 4 x 3 - .0787 (14Ga) SECTION PROPERTIES Depth 3 in. Width 4 in. t 0.079 in. Radius 0.13 in. Area 0.875 in.2 AreaNet 0.696 in.2 Ix 1.94 in.4 Sx 0.97 in.3 Sx Net 0.856 in.3 Rx 1.489 in. Iy 0.937 in.4 Sy 0.495 in.3 Ry 1.034 in. J 0.002 in.4 Cw 5.085 in.6 Jx 2.8 in. Xo -2.579 in. Kx 1.7 Lx 58 in. Ky 1 Ly 44 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 15 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 COLUMN ANALYSIS: 4ft Wide Bay ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 30409 lbs Where: Pno = AeFy = 0.65 . 55 = 35775 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 273.91 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 153.479 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 435.543 ksi (Eq 3.1.2.1-10) Fe.min = 153.479 ksi Since: Fe ≥ 2.78Fy Fc = (Se / Sc) i.e. Fe = Fy = 55 ksi (Eq C3.1.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 52.2 ksi Mnx = 44662 in-lbs Mny = 25849 in-lbs Mc = Mn,min Mnxfb = 40196 in-lbs Mnyfb = 23264 in-lbs PEx = P2 EIx / (KxLx)2 = 58108 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 140854 lbs (Eq C5.2.2-7) a x = (1 - (fcP / Pex)) = 0.892 (Eq C5.2.2-4) a y = (1 - (fcP / Pey)) = 0.955 (Eq C5.2.2-5) Ptrans = 15,136 lbs Plong = 6,883 lbs Mu = Mx = 11330 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 9630 lbs Pu_st / Pa = 9630 / 18978 = 0.51 Static Stress = 50% Since:Pl / Pa ≥ 0.15 Stress1 = Pl / Pa + Mx / (fbMnx) + My / (fbMny)(Eq C5.2.2-2) = ((6,883 / 18978) + (11330 / 40196) + (1 / 23264)) = 64% Stress2 = Pl / Pao + CmxMx / (fbMnxax) + CmyMy / (fbMnyay)(Eq C5.2.2-1) = (6,883 / 30409) + (0.85 . 11330 / 40196 . 0.892)) + (0.85 . 1 / 23264 . 0.955))) = 49% Stress3 Pt / Pao = 15,136 / 30409 =49% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 64% 4 x 3 - .0787 (14Ga) SECTION PROPERTIES Depth 3 in. Width 4 in. t 0.079 in. Radius 0.13 in. Area 0.875 in. 2 AreaNet 0.696 in. 2 Ix 1.94 in. 4 Sx 0.97 in. 3 Sx Net 0.856 in. 3 Rx 1.489 in. Iy 0.937 in. 4 Sy 0.495 in. 3 Ry 1.034 in. J 0.002 in. 4 Cw 5.085 in. 6 Jx 2.8 in. Xo -2.579 in. Kx 1.7 Lx 58 in. Ky 1 Ly 44 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 16 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 COLUMN ANALYSIS: Typical ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 1.7 . 58 / 1.489 = 66.23 Ky . Ly / Ry = 1 . 44 / 1.034 = 42.54 KL/Rmax = 66.23 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (1.4892 + 1.0342 + -2.5792)1/2 = 3.152 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.579/3.152)2 = 0.331 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 66.232 = 66.381 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 0.331)((66.381 + 139.722) - (66.381 + 139.722)2 - (4 . 0.331 . 66.381 . 139.722))1/2)= 48.827 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 66.232 = 66.381 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.875 . 3.1522(11300 . 0.002 + (3.142 . 29500 . 5.085) / (0.8 . 44)2) = 139.722 ksi Fe = Min(Fe1, Fe2) =48.827 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 48.827)1/2 = 1.061 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 34.325 (Eq C4.1-2) Thus: Pn = 22327 lbs Pa = 18978 lbs 4 x 3 - .0787 (14Ga) SECTION PROPERTIES Depth 3 in. Width 4 in. t 0.079 in. Radius 0.13 in. Area 0.875 in.2 AreaNet 0.696 in.2 Ix 1.94 in.4 Sx 0.97 in.3 Sx Net 0.856 in.3 Rx 1.489 in. Iy 0.937 in.4 Sy 0.495 in.3 Ry 1.034 in. J 0.002 in.4 Cw 5.085 in.6 Jx 2.8 in. Xo -2.579 in. Kx 1.7 Lx 58 in. Ky 1 Ly 44 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 17 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 COLUMN ANALYSIS: Typical ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 30409 lbs Where: Pno = AeFy = 0.65 . 55 = 35775 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 273.91 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 153.479 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 435.543 ksi (Eq 3.1.2.1-10) Fe.min = 153.479 ksi Since: Fe ≥ 2.78Fy Fc = (Se / Sc) i.e. Fe = Fy = 55 ksi (Eq C3.1.1-3) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 52.2 ksi Mnx = 44662 in-lbs Mny = 25849 in-lbs Mc = Mn,min Mnxfb = 40196 in-lbs Mnyfb = 23264 in-lbs PEx = P2 EIx / (KxLx)2 = 58108 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 140854 lbs (Eq C5.2.2-7) a x = (1 - (fcP / Pex)) = 0.857 (Eq C5.2.2-4) a y = (1 - (fcP / Pey)) = 0.941 (Eq C5.2.2-5) Ptrans = 20,024 lbs Plong = 9,107 lbs Mu = Mx = 16868 in-lbs (Eq C5.2.2-2) Pu_st = (1.2 . D) + (1.4 . P) = 12780 lbs Pu_st / Pa = 12780 / 18978 = 0.67 Static Stress = 67% Since:Pl / Pa ≥ 0.15 Stress1 = Pl / Pa + Mx / (fbMnx) + My / (fbMny)(Eq C5.2.2-2) = ((9,107 / 18978) + (16868 / 40196) + (1 / 23264)) = 89% Stress2 = Pl / Pao + CmxMx / (fbMnxax) + CmyMy / (fbMnyay)(Eq C5.2.2-1) = (9,107 / 30409) + (0.85 . 16868 / 40196 . 0.857)) + (0.85 . 1 / 23264 . 0.941))) = 71% Stress3 Pt / Pao = 20,024 / 30409 =65% Column Stress = Max(Stress1, Stress2, Stress3, Static) = 89% 4 x 3 - .0787 (14Ga) SECTION PROPERTIES Depth 3 in. Width 4 in. t 0.079 in. Radius 0.13 in. Area 0.875 in. 2 AreaNet 0.696 in. 2 Ix 1.94 in. 4 Sx 0.97 in. 3 Sx Net 0.856 in. 3 Rx 1.489 in. Iy 0.937 in. 4 Sy 0.495 in. 3 Ry 1.034 in. J 0.002 in. 4 Cw 5.085 in. 6 Jx 2.8 in. Xo -2.579 in. Kx 1.7 Lx 58 in. Ky 1 Ly 44 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 18 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BEAM ANALYSIS 4ft Wide Bay Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.5 - (2 . 0.059) - (2 . 0.125) = 1.13 in. w/t = 1.132 / 0.059 = 19.19 l = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 19.186 . (55 / 29500)1/2 = 0.44 l <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy . (y3 / y2) = 55 * 1.47 / 1.65 = 48.87 ksi f2(tension) = Fy . (y1 / y2) = 55 * 1.17 / 1.65 = 38.88 ksi Y = - (f2 / f1) = -(38.88 / 48.87) = -0.8 Buckling coefficient k = 4 + 2 . (1 - Y)3 + 2 . (1 - Y) = 4 + 2(1 - -0.8)3 + 2(1 - -0.8) = 19.17 Flat Depth w = y1 + y3 = 1.17 + 1.47 = 2.632 w/t = 2.632/0.059 = 44.61 w/t < 200: OK l = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 44.61 . (48.87 / 29500)1/2 = 0.44 b1 = w . (3 - Y) = 3 . (3 - -0.8) = 9.99 b2 = w/2 = 1.32 b1 + b2 = 9.99 + 1.32 = 11.31 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (P / 2) . (r + t / 2) = (P / 2) . (0.125 + 0.059 / 2) = 0.243 Lf = effective width = 1.132 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.243 / 1.132 + 2 . Lc = 0.3001 m = 0.192 . (Fu / Fy) - 0.068 = 0.192 . (70 / 55) - 0.068 = 0.1764 Bc = 3.69 . (Fu / Fy) - 0.819 . (Fu / Fy)2 - 1.79 = 3.69 . (70 / 55) - 0.819 . (70 / 55)2 - 1.79 = 1.58 Fu/Fy = 70 / 55 = 1 >= 1.2 = OK r/t = 0.125 / 0.059 = 2.119 <= 7 = OK Fyc = Bc . Fy / (r / t)m = 1.58 . 55 / (2.119)m = 76 Fya-top = C . Fyc + (1 - C) . Fy = 0.3 . 76 + (1 - 0.3) . 55 = 61 Fya-bottom = Fya-top . Ycg / (A - Ycg) = 61 . 1.35 / (3.0 - 1.35) = 50 3 x 2.5 - .0590 (16Ga) Top flange width C =1.5 in. Bottom width B =2.5 in. Web depth A =3.0 in. Beam thickness t =0.059 in. Radius r =0.125 in. Fy =55 Fu =70 Y1 =1.17 Y2 =1.65 Y3 =1.47 Ycg =1.35 Ix =0.7 Sx =0.42 E =29500 FBeam F =300 Beam Length L =48 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 19 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BEAM ANALYSIS 4ft Wide Bay Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.5 - (2 . 0.125) - (2 . 0.059) = 2.13 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.243 / (2.13 + 2 . 0.243) = 0.185 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.185 . 76 + (1 - 0.185) . 55 = 58.91 Fya = Fya-top = 61.33 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity MCenter = f . Mn = W . L . W . Rm / 8 W = LRFD Load Factor = (1.2 . DL + 1.4 . PL + 1.4 . 0.125 . PL) / PL For DL = 2% of PL: W = 1.2 . 0.02 + 1.4 + 1.4 . 0.125 = 1.6 Rm = 1 - ((2 . F . L) / (6 . E . Ix + 3 . F . L)) = 1 - ((2 . 300 . 48) / (6 . 29500 . 0.7 + 3 . 300 . 48)) = 0.83 f . Mn = f . Fya . Sx = 24.63 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (24.63 . 8 . 2) / (48 . 0.83 . 1.6) = 6208 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 300 . 48) / (5 . 300 . 48 + 10 . 29500 . 0.7) = 0.79 Dss = (5 . W . L3) / (384 . E . Ix) L / 180 = (5 . W . L3 . Rd) / (384 . E . Ix . (# of Beams)) W = (384 . E . Ix . 2) / (180 . 5 . L2 . Rd) = (384 . 29500 . 0.7 . 2) / (180 . 5 . 482 . 0.79) . 1000 = 9614 lbs/pair 3 x 2.5 - .0590 (16Ga) Top flange width C =1.5 in. Bottom width B =2.5 in. Web depth A =3.0 in. Beam thickness t =0.059 in. Radius r =0.125 in. Fy =55 Fu =70 Y1 =1.17 Y2 =1.65 Y3 =1.47 Ycg =1.35 Ix =0.7 Sx =0.42 E =29500 FBeam F =300 Beam Length L =48 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 20 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Allowable and Actual Bending Moment at Each Level Mstatic=Wl2 / 8 Mallow,static=Wallow,static . l2 / 8 Mseismic=Mconn Mallow,seismic=Sx . Fb Level Mstatic Mallow,static Mseismic Mallow,seismic Result 1 9,288 18,624 5,099 18,624 Pass 2 9,288 18,624 2,270 18,624 Pass 3 9,288 18,624 789 18,624 Pass PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 21 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BEAM ANALYSIS Typical Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.5 - (2 . 0.059) - (2 . 0.125) = 1.13 in. w/t = 1.132 / 0.059 = 19.19 l = (1.052 / k1/2) . (w/t) . (Fy / E)1/2 = (1.052 / 2) . 19.186 . (55 / 29500)1/2 = 0.44 l <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy . (y3 / y2) = 55 * 2.92 / 3.11 = 51.74 ksi f2(tension) = Fy . (y1 / y2) = 55 * 2.71 / 3.11 = 47.95 ksi Y = - (f2 / f1) = -(47.95 / 51.74) = -0.93 Buckling coefficient k = 4 + 2 . (1 - Y)3 + 2 . (1 - Y) = 4 + 2(1 - -0.93)3 + 2(1 - -0.93) = 22.16 Flat Depth w = y1 + y3 = 2.71 + 2.92 = 5.632 w/t = 5.632/0.059 = 95.46 w/t < 200: OK l = (1.052 / k1/2) . (w/t) . (f1 / E)1/2 = (1.052 / 2) . 95.458 . (51.74 / 29500)1/2 = 0.89 b1 = w . (3 - Y) = 6 . (3 - -0.93) = 22.12 b2 = w/2 = 2.82 b1 + b2 = 22.12 + 2.82 = 24.93 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (P / 2) . (r + t / 2) = (P / 2) . (0.125 + 0.059 / 2) = 0.243 Lf = effective width = 1.132 C = 2 . Lc / Lf + 2 . Lc = 2 . 0.243 / 1.132 + 2 . Lc = 0.3001 m = 0.192 . (Fu / Fy) - 0.068 = 0.192 . (70 / 55) - 0.068 = 0.1764 Bc = 3.69 . (Fu / Fy) - 0.819 . (Fu / Fy)2 - 1.79 = 3.69 . (70 / 55) - 0.819 . (70 / 55)2 - 1.79 = 1.58 Fu/Fy = 70 / 55 = 1 >= 1.2 = OK r/t = 0.125 / 0.059 = 2.119 <= 7 = OK Fyc = Bc . Fy / (r / t)m = 1.58 . 55 / (2.119)m = 76 Fya-top = C . Fyc + (1 - C) . Fy = 0.3 . 76 + (1 - 0.3) . 55 = 61 Fya-bottom = Fya-top . Ycg / (A - Ycg) = 61 . 2.89 / (6.0 - 2.89) = 57 6 x 2.5 - .0590 (16Ga) Top flange width C =1.5 in. Bottom width B =2.5 in. Web depth A =6.0 in. Beam thickness t =0.059 in. Radius r =0.125 in. Fy =55 Fu =70 Y1 =2.71 Y2 =3.11 Y3 =2.92 Ycg =2.89 Ix =4.03 Sx =1.3 E =29500 FBeam F =400 Beam Length L =96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 22 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BEAM ANALYSIS Typical Check Allowable Tension Stress for Bottom Flange Lflange-bot = B - (2 . r) - (2 . t) = 2.5 - (2 . 0.125) - (2 . 0.059) = 2.13 Cbottom = 2 . Lc / (Lflange-bot + 2 . Lc) = 2 . 0.243 / (2.13 + 2 . 0.243) = 0.185 Fy-bottom = Cbottom . Fyc + (1 - Cbottom) . Fy = 0.185 . 76 + (1 - 0.185) . 55 = 58.91 Fya = Fya-top = 61.33 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity MCenter = f . Mn = W . L . W . Rm / 8 W = LRFD Load Factor = (1.2 . DL + 1.4 . PL + 1.4 . 0.125 . PL) / PL For DL = 2% of PL: W = 1.2 . 0.02 + 1.4 + 1.4 . 0.125 = 1.6 Rm = 1 - ((2 . F . L) / (6 . E . Ix + 3 . F . L)) = 1 - ((2 . 400 . 96) / (6 . 29500 . 4.03 + 3 . 400 . 96)) = 0.91 f . Mn = f . Fya . Sx = 75.63 in-kip W = f . Mn . 8 . (# of Beams) / (L . Rm . W) = (75.63 . 8 . 2) / (96 . 0.91 . 1.6) = 8688 lbs/pair Check Deflection Capacity Dmax = Dss . Rd Dmax = L / 180 Rd = 1 - (4 . F . L) / (5 . F . L + 10 . E . Ix) = 1 - (4 . 400 . 96) / (5 . 400 . 96 + 10 . 29500 . 4.03) = 0.89 Dss = (5 . W . L3) / (384 . E . Ix) L / 180 = (5 . W . L3 . Rd) / (384 . E . Ix . (# of Beams)) W = (384 . E . Ix . 2) / (180 . 5 . L2 . Rd) = (384 . 29500 . 4.03 . 2) / (180 . 5 . 962 . 0.89) . 1000 = 12394 lbs/pair 6 x 2.5 - .0590 (16Ga) Top flange width C =1.5 in. Bottom width B =2.5 in. Web depth A =6.0 in. Beam thickness t =0.059 in. Radius r =0.125 in. Fy =55 Fu =70 Y1 =2.71 Y2 =3.11 Y3 =2.92 Ycg =2.89 Ix =4.03 Sx =1.3 E =29500 FBeam F =400 Beam Length L =96 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 23 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Allowable and Actual Bending Moment at Each Level Mstatic=Wl2 / 8 Mallow,static=Wallow,static . l2 / 8 Mseismic=Mconn Mallow,seismic=Sx . Fb Level Mstatic Mallow,static Mseismic Mallow,seismic Result 1 36,576 52,128 7,861 52,128 Pass 2 36,576 52,128 3,647 52,128 Pass 3 36,576 52,128 1,689 52,128 Pass PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 24 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 2. Bearing Strength of Pin 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: 4ft Wide Bay 1. Shear Strength of Pin Pin Diameter = 0.35 in. Fn =Fnv = 54000 psi AISI Table E3.4-1 Ab =d2 . P / 4 = 0.1 in. Pn =Ab . Fn = 5195.41 lbs AISI Table E3.4-1 PShear =fPn = 0.75 . Pn = 3896 lbs Column Thickness tc = 0.08 in. Since d / tc < 10 C = 3 mf =1.0 Fu =65000 psi Pn =C . mf . d . tc . Fu = 5391.75 lbs AISI E3.3.1 -1 PBearing =fPn = 0.75 . 5391.75 = 4043 lbs Edge Dist. = 1 in. TClip =0.179 in. SClip =0.127 in.3 Mn =Sc . Fy = 6985 in-lbs AISI C3.1.1 -1 MStrength =fMn = 0.9 . Mn = 0.9 . SClip . Fy = 6286.5 in-lbs C =1.67 d =Edge Dist. / 2 = 0.5 in. MStrength =c . d . PClip PClip =MStrength / (c . d) = 7542 lbs P1 =Min(PShear, PBearing, PClip) = 3896 lbs MConn-Allow =(P1 . 4.5) + (P1 . (2.5 / 4.5) . 2.5) + (P1 . (0.5 / 4.5) . 0.5) = 23159.56 in-lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 25 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 2. Bearing Strength of Pin 3. Moment Strength of Bracket Minimum Value of P1 Governs Beam to Column Analysis: Typical 1. Shear Strength of Pin Pin Diameter = 0.35 in. Fn =Fnv = 54000 psi AISI Table E3.4-1 Ab =d2 . P / 4 = 0.1 in. Pn =Ab . Fn = 5195.41 lbs AISI Table E3.4-1 PShear =fPn = 0.75 . Pn = 3896 lbs Column Thickness tc = 0.08 in. Since d / tc < 10 C = 3 mf =1.0 Fu =65000 psi Pn =C . mf . d . tc . Fu = 5391.75 lbs AISI E3.3.1 -1 PBearing =fPn = 0.75 . 5391.75 = 4043 lbs Edge Dist. = 1 in. TClip =0.179 in. SClip =0.127 in.3 Mn =Sc . Fy = 6985 in-lbs AISI C3.1.1 -1 MStrength =fMn = 0.9 . Mn = 0.9 . SClip . Fy = 6286.5 in-lbs C =2.15 d =Edge Dist. / 2 = 0.5 in. MStrength =c . d . PClip PClip =MStrength / (c . d) = 5837 lbs P1 =Min(PShear, PBearing, PClip) = 3896 lbs MConn-Allow =(P1 . 6.5) + (P1 . (4.5 / 6.5) . 4.5) + (P1 . (2.5 / 6.5) . 2.5) + (P1 . (0.5 / 6.5) . 0.5) = 41357.54 in-lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 26 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BRACE ANALYSIS 4ft Wide Bay (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 0 . 52 / 0.718 = 72.45 Ky . Ly / Ry = 1 . 52 / 0.484 = 107.48 KL/Rmax = 107.48 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (0.7182 + 0.4842 + 02)1/2 = 0.866 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (0/0.866)2 = 1 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 107.482 = 25.203 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 1)((55.463 + 7972.307) - (55.463 + 7972.307)2 - (4 . 1 . 55.463 . 7972.307))1/2)= 55.463 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 72.452 = 55.463 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.346 . 0.8662(11300 . 0.183 + (3.142 . 29500 . 0.002) / (0.8 . 52)2) = 7972.307 ksi Fe = Min(Fe1, Fe2) =25.203 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 25.203)1/2 = 1.477 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 22.064 (Eq C4.1-2) Thus: Pn = 7631 lbs Pa = 6487 lbs 1.969 x 1.181 - .059 (Tube) SECTION PROPERTIES Depth 1.969 in. Width 1.181 in. t 0.059 in. Radius 0.088 in. Area 0.346 in.2 AreaNet 0.346 in.2 Ix 0.178 in.4 Sx 0.181 in.3 Sx Net 0.181 in.3 Rx 0.718 in. Iy 0.081 in.4 Sy 0.137 in.3 Ry 0.484 in. J 0.183 in.4 Cw 0.002 in.6 Jx 0 in. Xo 0 in. Kx 0 Lx 52 in. Ky 1 Ly 52 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 27 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BRACE ANALYSIS 4ft Wide Bay (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 16170 lbs Where: Pno = AeFy = 0.346 . 55 = 19024 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 1100.501 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 1100.501 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 94.931 ksi (Eq 3.1.2.1-10) Fe.min = 94.931 ksi Since: 0.56 Fy < 2.78Fy Fc = (10/9)Fy(1 -(10Fy / 36Fe)) = 51.3 ksi (Eq C3.1.2.1-2) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 51.3 ksi Mnx = 9280 in-lbs Mny = 7033 in-lbs Mc = Mn,min Mnxfb = 8352 in-lbs Mnyfb = 6329 in-lbs PEx = P2 EIx / (KxLx)2 = 19176 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 8721 lbs (Eq C5.2.2-7) Pa = 6487 lbs VTrans = 2476 lbs VTrans(new)= 2476 . 1.3 = 3219 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 52.35 in. VDiag = (VTrans . LDiag) / D = 4681 lbs Brace Stress = VDiag / Pa = 72% 1.969 x 1.181 - .059 (Tube) SECTION PROPERTIES Depth 1.969 in. Width 1.181 in. t 0.059 in. Radius 0.088 in. Area 0.346 in. 2 AreaNet 0.346 in. 2 Ix 0.178 in. 4 Sx 0.181 in. 3 Sx Net 0.181 in. 3 Rx 0.718 in. Iy 0.081 in. 4 Sy 0.137 in. 3 Ry 0.484 in. J 0.183 in. 4 Cw 0.002 in. 6 Jx 0 in. Xo 0 in. Kx 0 Lx 52 in. Ky 1 Ly 52 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 28 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BRACE ANALYSIS Typical (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Section subject to torsional or flexural-torsion buckling (Section C4.1.2) Kx . Lx / Rx = 0 . 52 / 0.718 = 72.45 Ky . Ly / Ry = 1 . 52 / 0.484 = 107.48 KL/Rmax = 107.48 ro =(rx 2 + ry 2 + Xo 2)1/2 (Eq. C3.1.2.1- 7) = (0.7182 + 0.4842 + 02)1/2 = 0.866 in. b = 1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (0/0.866)2 = 1 Fe1 = P2E / (KL/r)max 2 (Eq C4.1.1-1) = 3.142 . 29500 / 107.482 = 25.203 ksi Fe2 =(1 / 2b)((sex + st) - (sex + st)2 - (4bsexst))1/2)(Eq C4.1.2-1) = (1 / (2 . 1)((55.463 + 7972.307) - (55.463 + 7972.307)2 - (4 . 1 . 55.463 . 7972.307))1/2)= 55.463 ksi where: sex =P2E / (KxLx / Rx)2 (Eq C3.1.2-11) = 3.142 . 29500 / 72.452 = 55.463 ksi st =1 / Aro 2(GJ + (P2ECw) / (KtLt)2)(Eq C3.1.2-9) = 1 / 0.346 . 0.8662(11300 . 0.183 + (3.142 . 29500 . 0.002) / (0.8 . 52)2) = 7972.307 ksi Fe = Min(Fe1, Fe2) =25.203 ksi Pn = Aeff . Fn (Eq C4.1-1) lc = (Fy / Fe)1/2 = (55 / 25.203)1/2 = 1.477 (Eq C4.1-4) Since lc < 1.5: Fn = (0.658^(lc 2)) . Fy = 22.064 (Eq C4.1-2) Thus: Pn = 7631 lbs Pa = 6487 lbs 1.969 x 1.181 - .059 (Tube) SECTION PROPERTIES Depth 1.969 in. Width 1.181 in. t 0.059 in. Radius 0.088 in. Area 0.346 in.2 AreaNet 0.346 in.2 Ix 0.178 in.4 Sx 0.181 in.3 Sx Net 0.181 in.3 Rx 0.718 in. Iy 0.081 in.4 Sy 0.137 in.3 Ry 0.484 in. J 0.183 in.4 Cw 0.002 in.6 Jx 0 in. Xo 0 in. Kx 0 Lx 52 in. Ky 1 Ly 52 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 29 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 BRACE ANALYSIS Typical (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2022 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) Pao = Pnofc = 16170 lbs Where: Pno = AeFy = 0.346 . 55 = 19024 lbs Mc = Mn = ScFc = SminFc (Eq C3.1.2.1-1) Fe =CbroA(seyst)1/2 / Sf = 1100.501 ksi Fe = CsAsex(j + Cs(j2 + ro 2(se / sex))1/2) / (CTFSf) = 1100.501 ksi (Eq 3.1.2.1-4) Fe = (CbP2EdIyc) / (Sf(KyLy)2 = 94.931 ksi (Eq 3.1.2.1-10) Fe.min = 94.931 ksi Since: 0.56 Fy < 2.78Fy Fc = (10/9)Fy(1 -(10Fy / 36Fe)) = 51.3 ksi (Eq C3.1.2.1-2) Reduced Fc,eff = 1 - ((1 - Q) / 2) . (Fc / Fy)Q . Fc = 51.3 ksi Mnx = 9280 in-lbs Mny = 7033 in-lbs Mc = Mn,min Mnxfb = 8352 in-lbs Mnyfb = 6329 in-lbs PEx = P2 EIx / (KxLx)2 = 19176 lbs (Eq C5.2.2-6) PEy = P2 EIy / (KyLy)2 = 8721 lbs (Eq C5.2.2-7) Pa = 6487 lbs VTrans = 3275 lbs VTrans(new)= 3275 . 1.3 = 4258 lbs LDiag = ((L - 6)2 + (D - 2B)2)1/2 = 52.35 in. VDiag = (VTrans . LDiag) / D = 6191 lbs Brace Stress = VDiag / Pa = 95% 1.969 x 1.181 - .059 (Tube) SECTION PROPERTIES Depth 1.969 in. Width 1.181 in. t 0.059 in. Radius 0.088 in. Area 0.346 in. 2 AreaNet 0.346 in. 2 Ix 0.178 in. 4 Sx 0.181 in. 3 Sx Net 0.181 in. 3 Rx 0.718 in. Iy 0.081 in. 4 Sy 0.137 in. 3 Ry 0.484 in. J 0.183 in. 4 Cw 0.002 in. 6 Jx 0 in. Xo 0 in. Kx 0 Lx 52 in. Ky 1 Ly 52 in. Kt 0.8 Fy 55 ksi Fu 70 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 30 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-19(ACI 318-14), CHAPTER 17 Configuration 1 4ft Wide Bay Assumed cracked concrete application Anchor Type 0.5" dia., 2.5 hef, 5" min, slab ICC Report Number ESR-4266 1.5 . hef = 3.75 in. Slab Thickness (h)= 5 in.Ca1 = 12 useCa1,adj = 3.75 in. Min. Slab Thickness (h)= 5 in.Ca2 = 12 useCa2,adj = 3.75 in. Concrete Strength (fc)= 2800 psi Diameter (da)= 0.5 in.3 . hef = 7.5 in. Nominal Embedment (hnom)= 3 in. Effective Embedment (hef)= 2.5 in.S1 = 6 in.Use S1,adj = 6 in. Number of Anchors (n)= 4 S2 = 6 in.Use S2,adj = 6 in. e`N = 0 e`V = 0 From ICC ESR Report Ase = 0.099 sq.in. f`uta = 114000 psi Smin = 3 in. Cmin = 2.75 in. Cae = 6 in. Np,cr = 9999 lbs fSeismic Adj. Strength Tension Capacity = 1872 lbs 0.75 1404 lbs Shear Capacity = 4032 lbs 0.75 3024 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 31 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 4ft Wide Bay Steel Strength 17.4.1 f = 0.75 17.3.3.a i fNsa = fnAsefuta = 0.75 . 4 . 0.099 . 114000 = 33,858 lbs 17.4.1.2 Concrete Breakout Strength fNcbg 17.4.2 f = 0.65 17.3.3 c ii Category 1-B ANc = (Ca1.adj + S1.adj + 1.5hef) . (Ca2.adj + S2.adj + 1.5hef) = 182.25 sq.in. ANco = 9hef 2 = 56.25 sq.in. Check if ANco ≥ ANc ANc/ANco = 3.24 Yec,N = 1 17.4.2.4 Yed,N = 1 17.4.2.5 YC,N = 1 17.4.2.6 Kc = 17 la = 1 Nb = Kcla(fc)0.5(hef)1.5 = 3556 lbs 17.4.2.2 d Ycp,N = 1 17.4.2.7 fNcbg = f(ANc/ANco)(Yec,N)(Yed,N)(YC,N)(Ycp,N)(Nb)17.4.2.1 0.65 . (182.25/56.25) . 1 . 1 . 1 . 1 . 3556 = 7,489 lbs Pullout Strength fNpn 17.4.3 f=0.65 17.3.3 c ii Category 1-B Ycp = 1 17.4.3.6 fNpn = fYcpNp,cr(fc/2500)0.5 = 27,513 lbs 17.4.3.1 Steel Strength (fNsa) = 33,858 lbs Embedment Strength - Concrete Breakout Strength (fNcbg) = 7,489 lbs Embedment Strength - Pullout Strength (fNpn) = 27,513 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 32 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 4ft Wide Bay Steel Strength fVsa Vsa=6,875 / Anchor -- per report 17.5.1 f = 0.65 17.3.3. Condition a ii fVsa = fn . Vsa = 0.65 . 4 . 6,875 = 17,875 lbs 17.5.1.2a Concrete Breakout Strength fVcbg 17.5.2 f = 0.7 17.3.3 ci-B AVc = (1.5Ca1 + S1.adj + 1.5Ca1)ha = 210 sq.in. AVco = 3Ca1ha = 180 sq.in. Check if AVco ≥ AVc AVc/AVco = 1.167 Yec,V = 1 17.5.2.5 Yed,V = 0.9 17.5.2.6 YC,V = 1 17.5.2.7 Yh,V = 1.897 17.5.2.8 da = 0.5 in.17.5.2.2 Le = 1 in.17.2.6 d la = 1 The smaller of 7(Le / da)0.2(da)0.5la(fc)0.5ca11.5 and 9la(fc)0.5ca11.5 = 12,507 lbs 17.5.2.2 a, 17.5.2.2 b fVcbg = f(AVc/AVco)(Yec,V)(Yed,V)(YC,V)(Yh,V)(Vb)17.5.2.1 0.7 . (210/180) . 1 . 0.9 . 1 . 1.897 . 12,507 = 34,883 lbs Pryout Strength fVcpg 17.5.3 f= 0.7 17.3.3 Ci-B Kcp = 2 17.5.3.1 Ncbg = 11,522 lbs fVcpg = fKcpNcbg = 0.7 . 2 . 11,522 = 16,131 lbs Steel Strength (fVsa) = 17,875 lbs Embedment Strength - Concrete Breakout Strength (fVcbg) = 34,883 lbs Embedment Strength - Pryout Strength (fVcpg) = 16,131 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 33 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-19(ACI 318-14), CHAPTER 17 Configuration 2 Typical Assumed cracked concrete application Anchor Type 0.5" dia., 2.5 hef, 5" min, slab ICC Report Number ESR-4266 1.5 . hef = 3.75 in. Slab Thickness (h)= 5 in.Ca1 = 12 useCa1,adj = 3.75 in. Min. Slab Thickness (h)= 5 in.Ca2 = 12 useCa2,adj = 3.75 in. Concrete Strength (fc)= 2800 psi Diameter (da)= 0.5 in.3 . hef = 7.5 in. Nominal Embedment (hnom)= 3 in. Effective Embedment (hef)= 2.5 in.S1 = 6 in.Use S1,adj = 6 in. Number of Anchors (n)= 4 S2 = 6 in.Use S2,adj = 6 in. e`N = 0 e`V = 0 From ICC ESR Report Ase = 0.099 sq.in. f`uta = 114000 psi Smin = 3 in. Cmin = 2.75 in. Cae = 6 in. Np,cr = 9999 lbs fSeismic Adj. Strength Tension Capacity = 1872 lbs 0.75 1404 lbs Shear Capacity = 4032 lbs 0.75 3024 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 34 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 2 Typical Steel Strength 17.4.1 f = 0.75 17.3.3.a i fNsa = fnAsefuta = 0.75 . 4 . 0.099 . 114000 = 33,858 lbs 17.4.1.2 Concrete Breakout Strength fNcbg 17.4.2 f = 0.65 17.3.3 c ii Category 1-B ANc = (Ca1.adj + S1.adj + 1.5hef) . (Ca2.adj + S2.adj + 1.5hef) = 182.25 sq.in. ANco = 9hef 2 = 56.25 sq.in. Check if ANco ≥ ANc ANc/ANco = 3.24 Yec,N = 1 17.4.2.4 Yed,N = 1 17.4.2.5 YC,N = 1 17.4.2.6 Kc = 17 la = 1 Nb = Kcla(fc)0.5(hef)1.5 = 3556 lbs 17.4.2.2 d Ycp,N = 1 17.4.2.7 fNcbg = f(ANc/ANco)(Yec,N)(Yed,N)(YC,N)(Ycp,N)(Nb)17.4.2.1 0.65 . (182.25/56.25) . 1 . 1 . 1 . 1 . 3556 = 7,489 lbs Pullout Strength fNpn 17.4.3 f=0.65 17.3.3 c ii Category 1-B Ycp = 1 17.4.3.6 fNpn = fYcpNp,cr(fc/2500)0.5 = 27,513 lbs 17.4.3.1 Steel Strength (fNsa) = 33,858 lbs Embedment Strength - Concrete Breakout Strength (fNcbg) = 7,489 lbs Embedment Strength - Pullout Strength (fNpn) = 27,513 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 35 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 2 Typical Steel Strength fVsa Vsa=6,875 / Anchor -- per report 17.5.1 f = 0.65 17.3.3. Condition a ii fVsa = fn . Vsa = 0.65 . 4 . 6,875 = 17,875 lbs 17.5.1.2a Concrete Breakout Strength fVcbg 17.5.2 f = 0.7 17.3.3 ci-B AVc = (1.5Ca1 + S1.adj + 1.5Ca1)ha = 210 sq.in. AVco = 3Ca1ha = 180 sq.in. Check if AVco ≥ AVc AVc/AVco = 1.167 Yec,V = 1 17.5.2.5 Yed,V = 0.9 17.5.2.6 YC,V = 1 17.5.2.7 Yh,V = 1.897 17.5.2.8 da = 0.5 in.17.5.2.2 Le = 1 in.17.2.6 d la = 1 The smaller of 7(Le / da)0.2(da)0.5la(fc)0.5ca11.5 and 9la(fc)0.5ca11.5 = 12,507 lbs 17.5.2.2 a, 17.5.2.2 b fVcbg = f(AVc/AVco)(Yec,V)(Yed,V)(YC,V)(Yh,V)(Vb)17.5.2.1 0.7 . (210/180) . 1 . 0.9 . 1 . 1.897 . 12,507 = 34,883 lbs Pryout Strength fVcpg 17.5.3 f= 0.7 17.3.3 Ci-B Kcp = 2 17.5.3.1 Ncbg = 11,522 lbs fVcpg = fKcpNcbg = 0.7 . 2 . 11,522 = 16,131 lbs Steel Strength (fVsa) = 17,875 lbs Embedment Strength - Concrete Breakout Strength (fVcbg) = 34,883 lbs Embedment Strength - Pryout Strength (fVcpg) = 16,131 lbs PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 36 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 OVERTURNING ANALYSIS Configuration1 4ft Wide Bay Per RMI Sec 2.6.9 and ASCE7-16. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% capacity, & with only top level loaded FULLY LOADED Wpl = 13,500 lbs Wdl = 300 lbs Wpl . 67% = 13,500 . 0.67 = 9,045 lbs VTrans = (1 . 0.265 . 1 . ((0.67 . 9,045) + 300)) = 1,685 lbs Movt = VTrans . Ht = 1,685 . 168 = 283,080 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((13,500 . 0.67) + 300) . 42 . 0.5 = 196,245 in-lbs Puplift = 1 . (Movt - Mst)/d = (283,080 - 196,245) / 42 = 2,067 lbs PMaxDown = 1 . (Movt + Mst) / d = (283,080 + 196,245) / 42 = 11,412 lbs TOP SHELF LOADED Shear = 1,272 lbs Movt = VTop . Ht = 1,272 . (180 + ((60 - 10) / 2)) = 260,760 in-lbs Mst = (l + Wdl) . d = (4,500 + 300) . (42 . 0.5) = 100,800 in-lbs Puplift = 1 . (Movt - Mst)/d = (260,760 - 100,800) / 42 = 3,808 lbs ANCHORS No. of Anchors (#Anchors): 4 Pull Out Capacity per Anchor (TAnchor): 1,404 lbs Shear Capacity per Anchor: 3,024 lbs COMBINED STRESS Fully Loaded = ((2,067 / 4) / 1,404) + ((1,685 / 8) / 3,024)= 0.438 Top Shelf Loaded = ((3,808 / 4) / 1,404) + ((1,272 / 8) / 3,024)= 0.731 Seismic UpLift Critical (LC#7B)= (3,506 / 4) / 1,404 = 0.624 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 37 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 OVERTURNING ANALYSIS Configuration2 Typical Per RMI Sec 2.6.9 and ASCE7-16. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% capacity, & with only top level loaded FULLY LOADED Wpl = 18,000 lbs Wdl = 300 lbs Wpl . 67% = 18,000 . 0.67 = 12,060 lbs VTrans = (1 . 0.265 . 1 . ((0.67 . 12,060) + 300)) = 2,220 lbs Movt = VTrans . Ht = 2,220 . 168 = 372,960 in-lbs Mst = ((Wpl . 0.67) + Wdl) . d . Factor = ((18,000 . 0.67) + 300) . 42 . 0.5 = 259,560 in-lbs Puplift = 1 . (Movt - Mst)/d = (372,960 - 259,560) / 42 = 2,700 lbs PMaxDown = 1 . (Movt + Mst) / d = (372,960 + 259,560) / 42 = 15,060 lbs TOP SHELF LOADED Shear = 1,669 lbs Movt = VTop . Ht = 1,669 . (180 + ((60 - 10) / 2)) = 342,145 in-lbs Mst = (l + Wdl) . d = (6,000 + 300) . (42 . 0.5) = 132,300 in-lbs Puplift = 1 . (Movt - Mst)/d = (342,145 - 132,300) / 42 = 4,996 lbs ANCHORS No. of Anchors (#Anchors): 4 Pull Out Capacity per Anchor (TAnchor): 1,404 lbs Shear Capacity per Anchor: 3,024 lbs COMBINED STRESS Fully Loaded = ((2,700 / 4) / 1,404) + ((2,220 / 8) / 3,024)= 0.573 Top Shelf Loaded = ((4,996 / 4) / 1,404) + ((1,669 / 8) / 3,024)= 0.959 Seismic UpLift Critical (LC#7B)= (4,621 / 4) / 1,404 = 0.823 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 38 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Base Plate Analysis: 4ft Wide Bay The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol . h/2 (full fixity) Mb is the smallest value obtained from these three criteria. Fy = 36000 psi Pcol = 15136 lbs MBase = 5833 in-lbs P/A = Pcol/(D . B) = 15136 / (8 . 8) = 237 psi fb = MBase / (D . B2 / 6) = 5833 / (8 . 82 / 6) = 68.36 psi fb2 = fb . (2 . b1 / B) = 68.36 . (2 . 2/8) = 34.18 psi fb1 = fb - fb2 = 68.36 - 34.18 = 34.18 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (22 / 2) . (237 + 34.18 + 0.67 . 34.18) = 586.93 in-lbs SBase = (B . t2) / 6 = 0.08sq.in. FBase = 0.9 . Fy = 32,400 psi fb / Fb = Mb / (SBase . FBase) = 586.93 / (0.08 . 32,400) = 0.22 Plate width B =8 in. Plate depth D =8 in. Plate thickness t =0.25 in. Column width b =4 in. Column depth d =3 in. b1 =2 in. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 39 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 as - the first iteration of the second order amplification term computed using Wpi from section 2.6.4 of the Commentary Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb kce = 4EIc kb = EIc L H H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams as = 0.46 # of levels 3 min. # of bays 3 Nc 36 Nb 8 kc 300 kip-in/rad kbe 2571 kip-in/rad kb 317 kip-in/rad kce 1271 kip-in/rad Ib 0.7 in4 L 48 in Ic 1.94 in4 H 180 in E 29500 ksi Level hpi Wpi 1 87 in 4 kip 2 147 in 4 kip 3 208 in 4 kip Per RMI 2012 7.1.3 Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis Qb= 0.17 Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 htotal. Therefore tanQmax=0.5 Qmax=2.862 rad Qb ok Maximum moment in base plate Mmax= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mmax=16,848 kip-in ≥ Mb OK PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 40 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Base Plate Analysis: Typical The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol . h/2 (full fixity) Mb is the smallest value obtained from these three criteria. Fy = 36000 psi Pcol = 20024 lbs MBase = 5833 in-lbs P/A = Pcol/(D . B) = 20024 / (8 . 8) = 313 psi fb = MBase / (D . B2 / 6) = 5833 / (8 . 82 / 6) = 68.36 psi fb2 = fb . (2 . b1 / B) = 68.36 . (2 . 2/8) = 34.18 psi fb1 = fb - fb2 = 68.36 - 34.18 = 34.18 psi Mb = wb1 2 / 2 = (b1 2 / 2) . (fa + fb1 + 0.67 . fb2) = (22 / 2) . (313 + 34.18 + 0.67 . 34.18) = 739.68 in-lbs SBase = (B . t2) / 6 = 0.08sq.in. FBase = 0.9 . Fy = 32,400 psi fb / Fb = Mb / (SBase . FBase) = 739.68 / (0.08 . 32,400) = 0.27 Plate width B =8 in. Plate depth D =8 in. Plate thickness t =0.25 in. Column width b =4 in. Column depth d =3 in. b1 =2 in. PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 41 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 as - the first iteration of the second order amplification term computed using Wpi from section 2.6.4 of the Commentary Where: Wpi = the weight of the ith pallet supported by the storage rack hpi = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number of loaded levels kc = the rotational stiffness of the connector kbe = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate kce = the flexural rotational stiffness of the base upright-end Nc = the number of beam-to-upright connections Nb = the number of base plate connections kbe = 6EIb kce = 4EIc kb = EIc L H H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ic = the moment of inertia of each base upright E = the Young's modulus of the beams as = 0.68 # of levels 3 min. # of bays 3 Nc 36 Nb 8 kc 400 kip-in/rad kbe 7435 kip-in/rad kb 317 kip-in/rad kce 1271 kip-in/rad Ib 4.03 in4 L 96 in Ic 1.94 in4 H 180 in E 29500 ksi Level hpi Wpi 1 87 in 6 kip 2 147 in 6 kip 3 208 in 6 kip Per RMI 2012 7.1.3 Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis Qb= 0.19 Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 htotal. Therefore tanQmax=0.5 Qmax=2.862 rad Qb ok Maximum moment in base plate Mmax= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mmax=16,848 kip-in ≥ Mb OK PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 42 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 SLAB AND SOIL ANALYSIS (LRFD) Slab/Soil analysis based on Empirical Method - FEMA 460 Appendix D Pmax = Gravity_Load (see Basic Load Combinations) = 15,137 lbs f't = 7.5 . (f'c)1/2 = 397 psi d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 2.944 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 19.035 in. b,req'd = 1.5 . b = 29 in. Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 72,750 lbs Pa = f . Pa = 43,650 lbs Pmax / Pa = 0.35 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 10,667 lbs f't = 7.5 . (f'c)1/2 = 397 psi Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 72,750 lbs d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 2.944 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 19.035 in. b,req'd = 1.5 . b = 29 in. Pa = Pn / W = 24,250 lbs Pmax / Pa = 0.44 Base Plate Width B 8 in. Depth W 8 in. Frame Frame depth d 42 in. Concrete Thickness t 5 in. f'c 2,800 psi f 0.6 W 3 l 1 ks 50 pci r1 4 in Ec 3,016,156 psi PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 43 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 SLAB AND SOIL ANALYSIS (LRFD) Slab/Soil analysis based on Empirical Method - FEMA 460 Appendix D Pmax = Gravity_Load (see Basic Load Combinations) = 20,024 lbs f't = 7.5 . (f'c)1/2 = 397 psi d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 3.387 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 21.14 in. b,req'd = 1.5 . b = 32 in. Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 72,750 lbs Pa = f . Pa = 43,650 lbs Pmax / Pa = 0.46 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 14,104 lbs f't = 7.5 . (f'c)1/2 = 397 psi Pn = 1.72[(ks . r1 / Ec) . 104 + 3.6] . f't . t2 = 72,750 lbs d,req'd = (Pmax/(f . 1.72 . ((Ks . r1 / Ec) . 104 + 3.6) . f't))1/2 = 3.387 in. b = (Ec . d,req'd3 / (12 . (1 - m2) . ks))1/4 = 21.14 in. b,req'd = 1.5 . b = 32 in. Pa = Pn / W = 24,250 lbs Pmax / Pa = 0.58 Base Plate Width B 8 in. Depth W 8 in. Frame Frame depth d 42 in. Concrete Thickness t 5 in. f'c 2,800 psi f 0.6 W 3 l 1 ks 50 pci r1 4 in Ec 3,016,156 psi PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Power Distribution Inc Aztec_steve peterson 4011 W. CARRAIGE D SANTA ANA, CA 44 kelvira 6/19/2024 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PN:20240103_2 4011 W Carriage Dr 9/11/2024 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 4011 W Carriage Dr 9/11/2024 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 4011 W Carriage Dr 9/11/2024 4011 W Carriage Dr 9/11/2024