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Home My WebLink About3925 3%4 S Bristol St Unit# WCC01 - Plan3925 3%4 S Bristol St Unit# WCC015/8/2025 Bldg #101123335 APPROVALS: PLNG - C. Santana BLDG - J . Lo PUBLIC WORKS - Y. Soto 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 Drawn: Designed: Project Title: STREET, UNIT#WCC01 Submittal / RevisionNo. App'd Date Checked: Date: Date: Date: Prepared For: Drawing Number Project Number: XXXX-XX Drawing Title Drawing Scale: Date: 11/20/24 AS NOTED CD 3925 3/4 S BRISTOL CLU3416 SOUTH COAST PLAZA II SANTA ANA, CA 92701 S-2 MODIFICATION ANTENNA MOUNT PrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepparedaredaredaredaredaredaredaredaredaredredaredaredaredarearedaredared ForForForForForForForForForForForForForForForFForFor::::::: DrawDraDraDraDraDraDrararrararararaing Scale ANT A 92 Exp. 6/30/26 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 Drawn: Designed: Project Title: STREET, UNIT#WCC01 Submittal / RevisionNo. App'd Date Checked: Date: Date: Date: Prepared For: Drawing Number Project Number: XXXX-XX Drawing Title Drawing Scale: Date: 11/20/24 AS NOTED CD 3925 3/4 S BRISTOL CLU3416 SOUTH COAST PLAZA II SANTA ANA, CA 92701 S-1 GENERAL NOTES x x x x x x x x x x x x x x STREET,UNIT#WCC01 PrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepPrepepparedaredaredaredaredaredaredaredaredaredaredaredaredaredaredaredd ForForForForForForForForForForForForForFoForor::::::::::::: DrawDraDraDDDraDraDraDDrDrDraDraDraDrarin Scal 70 Exp. 6/30/26 3925 3%4 S Bristol St Unit# WCC015/8/2025 3925 3%4 S Bristol St Unit# WCC015/8/2025 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 3925 3%4 S Bristol St Unit# WCC015/8/2025 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 3925 3%4 S Bristol St Unit# WCC015/8/2025 MOUNT MODIFICATION REPORT November 20, 2024 Site Name South Coast Plaza II Site Number CLU3416 (CLL03416) Infinigy Job Number 4106-A0004-B Client Smartlink Carrier AT&T Site Location 3925 3/4 S Bristol Street, Unit# WCC01 Santa Ana, CA 92701 Orange County 33.6950556° N NAD83 117.8851944° W NAD83 Structure Type Building Structure Height 27.0 ft Mount Type Pipe Mount and Unistrut Mount Mount Elevation 24.5 & 24.0 ft AGL Structural Usage Ratio 48.4% Overall Result Pass The enclosed structural analysis has been performed in accordance with the 2022 CBC / 2021 IBC based on an ultimate 3-second gust wind speed of 95 mph. The evaluation criteria and applicable standards are presented in the next section of this report. structural@infinigy.com Exp. 6/30/26 11/20/24 3925 3%4 S Bristol St Unit# WCC015/8/2025 Mount Modification Report November 20, 2024 Page | 2 CONTENTS 1. Introduction 2. Design/Analysis Parameters 3. Proposed Loading Configuration 4. Supporting Documentation 5. Results 6. Recommendations 7. Assumptions 8. Liability Waiver and Limitations 9. Calculations 3925 3%4 S Bristol St Unit# WCC015/8/2025 Mount Modification Report November 20, 2024 Page | 3 1. INTRODUCTION Infinigy performed a structural analysis of the proposed modifications on the AT&T existing telecommunication equipment supporting Pipe Mount and Unistrut Mount mounted to the existing structure located at the aforementioned address. All referenced supporting documents have been obtained from the client and are assumed to be accurate and applicable to this site. The mount was analyzed using RISA-3D version 22.0.1 analysis software. 2. DESIGN/ANALYSIS PARAMETERS Wind Speed 95 mph (3-Second Gust) Wind Speed w/ ice No Ice Loading Considered Adopted Code 2022 CBC / 2021 IBC Standard(s) TIA-222-H / ASCE 7-16 Risk Category II Exposure Category C Topographic Factor 1 Seismic Spectral Response Ss = 1.287 g / S1 = 0.461 g Ground Elevation (HMSL) 35.2 ft 3. PROPOSED LOADING CONFIGURATION - 24.5 & 24.0 ft. AGL Pipe Mount and Unistrut Mount Centerline (ft) Qty. Appurtenance Manufacturers Appurtenance Models 24.5 3 Ericsson AIR6449 N77D 24.0 3 Commscope NNH4-65A-R6H4 3 Kathrein 800-10964 K 3 Quintel QS4658-3 3 Ericsson RRUS-4415 B25 3 Ericsson RRUS-4449 B5/B12 3 Ericsson RRUS-32 B66A 3 Ericsson RRUS-4478 B14 3 Ericsson RRUS-32 B30 3 Ericsson RRUS E2 B29 3 Raycap DC6 4. SUPPORTING DOCUMENTATION Construction Drawings Prodiconn Solutions dated April 4, 2024 AT&T Proposed Loading RFDS ID: 4350690 dated May 4, 2022 Previous Analysis Report Prodiconn Solutions dated April 4, 2024 3925 3%4 S Bristol St Unit# WCC015/8/2025 Mount Modification Report November 20, 2024 Page | 4 5. RESULTS Components Capacity Pass/Fail Mount Pipe 8.9% Pass Mount Standoff 12.8% Pass Mount Brace 1.3% Pass Wall Angle 5.4% Pass Connections 48.4% Pass RATING = 48.4% Pass Notes: 1. See additional documentation in Appendix for calculations supporting the capacity consumed and detailed mount connection calculations. 2. Results table usages reflect worst case sector mount. 6. RECOMMENDATIONS Infinigy recommends installing AT&T’s proposed equipment loading configuration on the Pipe Mount and Unistrut Mount at 24.5 & 24.0 ft once the proposed modifications have been installed. The installation shall be performed in accordance with the construction documents issued for this site. If you have any questions, require additional information, or believe the actual conditions differ from those detailed in this report, please contact us immediately. Christopher H. Lee, MS, PE Engineering Manager | INFINIGY 3925 3%4 S Bristol St Unit# WCC015/8/2025 Mount Modification Report November 20, 2024 Page | 5 7. ASSUMPTIONS The antenna mounting system was properly fabricated, installed and maintained in accordance with its original design and manufacturer's specifications. The configuration of antennas, mounts, and other appurtenances are as specified in the proposed loading configuration table. All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. The analysis will require revisions if the existing conditions in the field differ from those shown in the above-referenced documents or assumed in this analysis. No allowance was made for any damaged, missing, or rusted members. Steel grades have been assumed as follows, unless noted otherwise: Channel, Solid Round, Angle, Plate ASTM A36 HSS (Rectangular) ASTM A500-B GR 46 HSS (Circular) ASTM A500-B GR 42 Pipe ASTM A53-B GR 35 Connection Bolts ASTM A325 U-Bolts ASTM A307 All bolted connections are pretensioned in accordance with Table 8.2 of the RCSC 2014 Standard. The connections to the wood stud wall have been assumed as min. 3/8” lag screws with min. embedment. 8. LIABILITY WAIVER AND LIMITATIONS Our structural calculations are completed assuming all information provided to Infinigy is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition as erected and all members and connections to be free of corrosion and/or structural defects. The structure owner and/or contractor shall verify the structure’s condition prior to installation of any proposed equipment. If actual conditions differ from those described in this report, Infinigy should be notified immediately to assess the impact on the results of this report. Our evaluation is completed using industry standard methods and procedures. The structural results, conclusions and recommendations contained in this report are proprietary and should not be used by others as their own. Infinigy is not responsible for decisions made by others that are or are not based on the stated assumptions and conclusions in this report. This report is an evaluation of the mount structure only and does not determine the adequacy of the supporting structure, other carrier mounts or cable mounting attachments. The analysis of these elements is outside the scope of this analysis, are assumed to be adequate for the purpose of this report and to have been installed per their manufacturer requirements. This document is not for construction purposes. 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Render -1 Nov 20, 2024 at 07:10 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Wireframe -2 Nov 20, 2024 at 07:10 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Shape -3 Nov 20, 2024 at 07:10 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Section Set -4 Nov 20, 2024 at 07:11 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Grade -5 Nov 20, 2024 at 07:11 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Length -6 Nov 20, 2024 at 07:11 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 ASCE Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:33.695164 Risk Category:II Longitude:-117.884928 Soil Class:D - Default (see Section 11.4.3) Elevation:35.17098426851608 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: Tue Oct 01 2024 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. Page 1 of 3https://ascehazardtool.org/Tue Oct 01 2024 3925 3%4 S Bristol St Unit# WCC015/8/2025 SS : 1.287 S1 : 0.461 F a : 1.2 F v : N/A SMS : 1.544 SM1 : N/A SDS : 1.03 SD1 : N/A T L : 8 PGA : 0.55 PGA M : 0.66 F PGA : 1.2 Ie : 1 C v : 1.357 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. Tue Oct 01 2024 Page 2 of 3https://ascehazardtool.org/Tue Oct 01 2024 3925 3%4 S Bristol St Unit# WCC015/8/2025 Ice Results: Data Source: Date Accessed: Ice Thickness: 0 in. Concurrent Temperature: 25 F Gust Speed 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Oct 01 2024 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 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 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 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 Hazard Tool. Page 3 of 3https://ascehazardtool.org/Tue Oct 01 2024 3925 3%4 S Bristol St Unit# WCC015/8/2025 Program Inputs Infinigy Load Calculator V2.3.5 2021 IBC ASCE 7-16 II 95 mph C No Ice Wind 1 No Ice 18.46 psf 35.2 ft *7-16 1.84 psf 35.076 psf 35.076 psf 3.498 psf 1 24.5 ft 27.0 ft 1.287 g 0.461 g 1.030 0.473 N/A ft 1.200 N/A ft 1.539 N/A ft 3.000 2.000 0.850 0.999 *7-16 Only 1.000 1.900Gust Effect Factor (GCr): TOPOGRAPHIC DATA Height Esc. Factor (Kzt): Response Mod. Coeff. (R): Short-Period Coeff. (Fa):Crest Height: 1-Second Coeff. (Fv): Amplification Factor (AS): Ground Ele. Factor (Ke): Topo Feature:N/A Crest Distance: FACTORS Directionality Factor (Kd): Slope Distance: MOUNT INFORMATION Centerline AGL: Roof Height AGL: Short-Period Design (SDS): 1-Second Design (SD1): Flat Pressure: Round Pressure: Short-Period Accel. (Ss): 1-Second Accel. (S1): Ground Elevation: Ice Wind Pressure: Velocity Pressure1 (qz):D - Stiff Soil (Assumed)Site Class: Ice Velocity Pressure (qzi): Mount Type:Rooftop Num Sectors: SEISMIC DATA PROJECT INFORMATION CODE STANDARDS Client:Building Code: Carrier: Smartlink Engineer: ASCE Standard: Topo Category: Ice Wind (Vice): Chris Lee, PE AT&T Base Ice Thickness (ti): SITE INFORMATION WIND AND ICE DATA Risk Category: Exposure Category: Basic Wind (V): 10/3/2024_ 3925 3%4 S Bristol St Unit# WCC015/8/2025 Program Inputs Infinigy Load Calculator V2.3.5 Elevation Qty.Height (in)Width (in)Depth (in)Weight (lbs)EPAN (ft2)EPAT (ft2)Member (α sector) 24.0 3 59.00 19.60 7.80 86.50 8.03 3.20 Leg/Flush 24.5 3 33.1102 20.6299 8.30709 103.62 4.74 1.91 MP1 24.0 3 59.00 20 6.9 94.80 8.19 2.83 Leg/Flush 24.0 3 52 12 9.6 69.40 4.33 3.47 Leg/Flush 24.5 3 14.96 13.19 5.39 44.00 1.37 0.56 Leg/Flush 24.5 3 17.9 13.19 9.44 71.00 1.64 1.17 R1 24.5 3 27.6 12.45 7.41 55.12 2.39 1.42 Leg/Flush 24.5 3 16.5 13.4 7.7 59.90 1.54 0.88 Leg/Flush 24.5 1 27.2 12.05 7 52.90 2.28 1.32 R1 24.5 1 20.4 18.5 7.5 52.90 2.62 1.06 Leg/Flush 24.5 6 31.25 11 18.5 32.80 2.39 4.01 Leg/Flush QUINTEL TECHNOLOGY QS4658-3 RAYCAP DC6 APPURTENANCE INFORMATION Appurtenance Name COMMSCOPE NNH4-65A-R6H4 ERICSSON AIR6449 N77D KATHREIN 800-10964 K ERICSSON RRUS 4415 B25 ERICSSON RRUS 4449 B5/B12 ERICSSON RRUS 32 B66A ERICSSON RRUS 4478 B14 ERICSSON RRUS 32 B30 ERICSSON RRUS E2 B29 10/3/2024_ 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Dead Load -7 Nov 20, 2024 at 07:11 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Seismic Load Z -8 Nov 20, 2024 at 07:12 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 Seismic Load X -9 Nov 20, 2024 at 07:12 AM CLU3416_loaded.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 Checked By : __________ 11/20/2024 7:14:27 AM RISA-3D Version 22 [ CLU3416_loaded.r3d ]Page 1 Node Coordinates Label X [in]Y [in]Z [in]Detach From Diaphragm 1 N1 0 0 0 2 N2 0 60 0 3 N3 0 0 -12 4 N4 0 60 -12 5 N5 -8 0 -12 6 N6 -8 60 -12 7 N7 8 0 -12 8 N8 8 60 -12 9 N9 16 57.5 -12 10 N10 8 57.5 -12 11 N11 24 57.5 -12 12 N12 16 60 -12 13 N13 16 0 -12 14 N14 16 -2.5 -12 15 N15 8 -2.5 -12 16 N16 24 -2.5 -12 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in] 1 N7 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction 3 N6 Reaction Reaction Reaction 4 N8 Reaction Reaction Reaction 5 N10 Reaction Reaction Reaction 6 N11 Reaction Reaction Reaction 7 N15 Reaction Reaction Reaction 8 N16 Reaction Reaction Reaction Material Take-Off Material Size Pieces Length[in]Weight[LB] 1 General Members 2 RIGID 2 5 0 3 Total General 2 5 0 4 5 Hot Rolled Steel 6 A36 Gr.36 L3X3X3 8 128 39.563 7 A53 Gr.B PIPE_2.0 1 60 17.354 8 Total HR Steel 9 188 56.917 Hot Rolled Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [lb/ft³]Yield [ksi]Ry Fu [ksi]Rt 1 A992 29000 11154 0.3 0.65 490 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 490 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 490 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 490 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 490 50 1.4 65 1.3 8 FRP 2800 450 0.5 0.44 114 7 1 7 1.1 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 Checked By : __________ 11/20/2024 7:14:27 AM RISA-3D Version 22 [ CLU3416_loaded.r3d ]Page 2 General Materials Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [lb/ft³]Plate Methodology 1 gen_Conc3NW 3155 1372 0.15 0.6 145 Isotropic 2 gen_Conc4NW 3644 1584 0.15 0.6 145 Isotropic 3 gen_Conc3LW 2085 906 0.15 0.6 109.999 Isotropic 4 gen_Conc4LW 2408 1047 0.15 0.6 109.999 Isotropic 5 gen_Alum 10100 4077 0.3 1.29 173 Isotropic 6 gen_Steel 29000 11154 0.3 0.65 490 Isotropic 7 gen_Plywood 1800 38 0 0.3 35.001 Isotropic 8 RIGID 1e+6 0.3 0 0 Isotropic Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 Mount Pipe PIPE_2.0 Column Pipe A53 Gr.B Typical 1.02 0.627 0.627 1.25 2 Angle Standoff L3X3X3 Beam Single Angle A36 Gr.36 Typical 1.09 0.948 0.948 0.014 3 Wall Angle L3X3X3 Beam Single Angle A36 Gr.36 Typical 1.09 0.948 0.948 0.014 4 Mount Brace L3X3X3 HBrace Single Angle A36 Gr.36 Typical 1.09 0.948 0.948 0.014 General Section Sets Label Shape Type Material Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 GEN1A RE4X4 Beam gen_Conc3NW 16 21.333 21.333 31.573 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Member Primary Data Label I Node J Node Rotate(deg)Section/Shape Type Design List Material Design Rule 1 MP1 N2 N1 Mount Pipe Column Pipe A53 Gr.B Typical 2 M2 N6 N8 Wall Angle Beam Single Angle A36 Gr.36 Typical 3 M3 N5 N7 Wall Angle Beam Single Angle A36 Gr.36 Typical 4 M4 N2 N4 180 Angle Standoff Beam Single Angle A36 Gr.36 Typical 5 M5 N1 N3 270 Angle Standoff Beam Single Angle A36 Gr.36 Typical 6 M6 N10 N11 90 Wall Angle Beam Single Angle A36 Gr.36 Typical 7 M7 N2 N12 Mount Brace HBrace Single Angle A36 Gr.36 Typical 8 M8 N12 N9 RIGID None None RIGID Typical 9 M9 N13 N14 RIGID None None RIGID Typical 10 M10 N15 N16 90 Wall Angle Beam Single Angle A36 Gr.36 Typical 11 M11 N1 N13 90 Mount Brace HBrace Single Angle A36 Gr.36 Typical Member Advanced Data Label I Release J Release Col-Wall Vert Release Physical Deflection Ratio Options Analysis Offset [in]Seismic DR 1 MP1 Yes ** NA **None 2 M2 Yes Default +y None 3 M3 Yes Default None 4 M4 BenPIN Yes Default None 5 M5 BenPIN Yes Default None 6 M6 Yes Default -z+0.75 None 7 M7 BenPIN BenPIN Yes ** NA **+y None 8 M8 Yes ** NA **None 9 M9 Yes ** NA **None 10 M10 Yes Default -z None 11 M11 BenPIN BenPIN Yes ** NA **+z None 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 Checked By : __________ 11/20/2024 7:14:27 AM RISA-3D Version 22 [ CLU3416_loaded.r3d ]Page 3 Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads (BLC 1 : Self Weight) Member Label Direction Magnitude [lb, lb-ft]Location [(in, %)] 1 MP1 Y -51.809 6 2 MP1 Y -51.809 27 Member Point Loads (BLC 31 : Seismic Load Z) Member Label Direction Magnitude [lb, lb-ft]Location [(in, %)] 1 MP1 Z -80.013 6 2 MP1 Z -80.013 27 Member Point Loads (BLC 32 : Seismic Load X) Member Label Direction Magnitude [lb, lb-ft]Location [(in, %)] 1 MP1 X -80.013 6 2 MP1 X -80.013 27 Member Distributed Loads No Data to Print... Member Area Loads No Data to Print... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Point 1 Self Weight DL -1 2 2 Wind Load AZI 0 WLZ 3 Wind Load AZI 30 None 4 Wind Load AZI 60 None 5 Wind Load AZI 90 WLX 6 Wind Load AZI 120 None 7 Wind Load AZI 150 None 8 Wind Load AZI 180 None 9 Wind Load AZI 210 None 10 Wind Load AZI 240 None 11 Wind Load AZI 270 None 12 Wind Load AZI 300 None 13 Wind Load AZI 330 None 14 Distr. Wind Load Z WLZ 15 Distr. Wind Load X WLX 31 Seismic Load Z ELZ -1.544 2 32 Seismic Load X ELX -1.544 2 33 Service Live Loads LL Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 1.4DL Yes Y 1 1.4 2 (1.2 + 0.2Sds)DL + 1.0E AZI 0 Yes Y 1 1.406 31 1 32 3 (1.2 + 0.2Sds)DL + 1.0E AZI 30 Yes Y 1 1.406 31 0.866 32 0.5 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 Checked By : __________ 11/20/2024 7:14:27 AM RISA-3D Version 22 [ CLU3416_loaded.r3d ]Page 4 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 4 (1.2 + 0.2Sds)DL + 1.0E AZI 60 Yes Y 1 1.406 31 0.5 32 0.866 5 (1.2 + 0.2Sds)DL + 1.0E AZI 90 Yes Y 1 1.406 31 32 1 6 (1.2 + 0.2Sds)DL + 1.0E AZI 120 Yes Y 1 1.406 31 -0.5 32 0.866 7 (1.2 + 0.2Sds)DL + 1.0E AZI 150 Yes Y 1 1.406 31 -0.866 32 0.5 8 (1.2 + 0.2Sds)DL + 1.0E AZI 180 Yes Y 1 1.406 31 -1 32 9 (1.2 + 0.2Sds)DL + 1.0E AZI 210 Yes Y 1 1.406 31 -0.866 32 -0.5 10 (1.2 + 0.2Sds)DL + 1.0E AZI 240 Yes Y 1 1.406 31 -0.5 32 -0.866 11 (1.2 + 0.2Sds)DL + 1.0E AZI 270 Yes Y 1 1.406 31 32 -1 12 (1.2 + 0.2Sds)DL + 1.0E AZI 300 Yes Y 1 1.406 31 0.5 32 -0.866 13 (1.2 + 0.2Sds)DL + 1.0E AZI 330 Yes Y 1 1.406 31 0.866 32 -0.5 14 (0.9 - 0.2Sds)DL + 1.0E AZI 0 Yes Y 1 0.694 31 1 32 15 (0.9 - 0.2Sds)DL + 1.0E AZI 30 Yes Y 1 0.694 31 0.866 32 0.5 16 (0.9 - 0.2Sds)DL + 1.0E AZI 60 Yes Y 1 0.694 31 0.5 32 0.866 17 (0.9 - 0.2Sds)DL + 1.0E AZI 90 Yes Y 1 0.694 31 32 1 18 (0.9 - 0.2Sds)DL + 1.0E AZI 120 Yes Y 1 0.694 31 -0.5 32 0.866 19 (0.9 - 0.2Sds)DL + 1.0E AZI 150 Yes Y 1 0.694 31 -0.866 32 0.5 20 (0.9 - 0.2Sds)DL + 1.0E AZI 180 Yes Y 1 0.694 31 -1 32 21 (0.9 - 0.2Sds)DL + 1.0E AZI 210 Yes Y 1 0.694 31 -0.866 32 -0.5 22 (0.9 - 0.2Sds)DL + 1.0E AZI 240 Yes Y 1 0.694 31 -0.5 32 -0.866 23 (0.9 - 0.2Sds)DL + 1.0E AZI 270 Yes Y 1 0.694 31 32 -1 24 (0.9 - 0.2Sds)DL + 1.0E AZI 300 Yes Y 1 0.694 31 0.5 32 -0.866 25 (0.9 - 0.2Sds)DL + 1.0E AZI 330 Yes Y 1 0.694 31 0.866 32 -0.5 Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [lb-ft]LC MY [lb-ft]LC MZ [lb-ft]LC 1 N7 max 9.015 11 83.958 2 69.813 4 0 25 0 25 0 25 2 min -7.458 17 -8.538 20 -43.883 22 0 1 0 1 0 1 3 N5 max 9.015 11 84.052 2 69.816 4 0 25 0 25 0 25 4 min -7.458 17 -8.501 20 -43.882 22 0 1 0 1 0 1 5 N6 max 185.049 4 84.523 8 74.329 15 0 25 0 25 0 25 6 min -30.98 22 -8.251 14 -100.472 9 0 1 0 1 0 1 7 N8 max -2.921 22 84.489 8 74.331 15 0 25 0 25 0 25 8 min -156.495 4 -8.318 14 -100.47 9 0 1 0 1 0 1 9 N10 max 97.422 5 34.159 5 39.669 23 0 25 0 25 0 25 10 min -85.805 23 -24.746 23 -40.106 5 0 1 0 1 0 1 11 N11 max 26.747 17 33.158 11 39.663 23 0 25 0 25 0 25 12 min -33.048 11 -25.665 17 -40.112 5 0 1 0 1 0 1 13 N15 max 95.539 5 30.532 5 37.283 11 0 25 0 25 0 25 14 min -87.996 23 -23 23 -35.318 17 0 1 0 1 0 1 15 N16 max 14.823 17 31.373 11 37.278 11 0 25 0 25 0 25 16 min -25.586 10 -21.98 17 -35.323 17 0 1 0 1 0 1 17 N3 max NC NC NC LOCKED NC NC 18 min NC NC NC LOCKED NC NC 19 N4 max NC NC NC LOCKED NC NC 20 min NC NC NC LOCKED NC NC 21 Totals:max 247.928 17 225.698 11 247.928 2 22 min -247.928 23 111.424 17 -247.928 20 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code CheckLoc[in]LC Shear CheckLoc[in]Dir LC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 1 M4 L3X3X3 0.128 0 8 0.024 12 y 10 28334.926 35316 1320.097 2905.206 1.5 H2-1 2 M5 L3X3X3 0.127 0 2 0.025 12 z 4 28334.926 35316 1320.097 2833.473 1.5 H2-1 3 MP1 PIPE_2.0 0.089 0 8 0.031 0 11 23808.54 32130 1871.625 1871.625 1 H1-1b 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 Checked By : __________ 11/20/2024 7:14:27 AM RISA-3D Version 22 [ CLU3416_loaded.r3d ]Page 5 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks (Continued) Member Shape Code CheckLoc[in]LC Shear CheckLoc[in]Dir LC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 4 M3 L3X3X3 0.054 8 3 0.008 0 y 2 28108.678 35316 1320.097 2833.473 1.345 H2-1 5 M2 L3X3X3 0.041 8 3 0.058 16 z 9 28108.678 35316 1320.097 2833.473 1.221 H2-1 6 M6 L3X3X3 0.026 8 5 0.073 16 y 5 28108.678 35316 1320.097 2905.206 1.271 H2-1 7 M10 L3X3X3 0.025 8 5 0.052 8 y 11 28108.678 35316 1320.097 2905.206 1.311 H2-1 8 M7 L3X3X3 0.013 10.833 5 0.148 0 y 5 27816.593 35316 1320.097 2833.473 1.01 H2-1 9 M11 L3X3X3 0.013 11.042 11 0.14 0 z 11 27816.593 35316 1320.097 2833.473 1.011 H2-1 3925 3%4 S Bristol St Unit# WCC015/8/2025 Bolt Calculation Tool, V1.6.6 Site Name: Site Number:Tensile Strength 3487.03 Connection Description:Shear Strength 2485.05 Max Tensile Usage 27.1% Max Shear Usage 7.7% Interaction Check (Max Usage)0.08 ≤1.05 (LC26 M5) Bolt Tension:945.95 lbs Result Pass (LC27 M5) Shear:192.51 lbs Torsional Slip Resistance 82.83 Bolt Tension:945.95 lbs Sliding Resistance 1325.36 Bolt Shear:182.43 lbs Torsional Slip Usage 0.0% Bolt Type:Bolt - Bolt Diameter:0.375 in Bolt Grade:A307 - # of Bolts:1 - Threads Excluded?No - LC Axial y Shear Torque y-y Moment z-z Moment lb lb lb-ft lb-ft lb-ft (LC26 M5)91.38 8.15 -0.01 107.73 119.26 (LC27 M5)121.58 -5.08 -1.03 109.97 104.81 I nodes of M4, M5, M7, M11, Member Information Max bolt usage loads correspond to Load combination #26 on member M5 in RISA-3D, which causes the maximum demand on the bolts. Angle Brace to Wall Angle MAX BOLT USAGE LOADS1 SLIP CHECK BOLT PROPERTIES ENVELOPE BOLT LOADS PROJECT DATA South Coast Plaza II CLU3416 BOLT CHECK -149.27 lb Z Shear -157.90 1 3925 3%4 S Bristol St Unit# WCC015/8/2025 Design Method Load & Resistance Factor Design (LRFD) Connection Type Lateral loading Fastener Type Lag Screw Loading Scenario Single Shear Main Member Type Douglas Fir-Larch Main Member Thickness 3.5 in. Main Member: Angle of Load to Grain 0 Side Member Type Steel Side Member Thickness 12 gage Side Member: Angle of Load to Grain 0 Washer Thickness 0 in. Nominal Diameter 3/8 in. Length 2 in. Time Effect Factor = 0.8 Wet Service Factor C_M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 1075 lbs. Is 743 lbs. II 485 lbs. IIIm 602 lbs. IIIs 353 lbs. IV 471 lbs. Adjusted LRFD Capacity 353 lbs. • Lag Screw bending yield strength of 45000 psi is assumed. • The Adjusted LRFD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 3925 3%4 S Bristol St Unit# WCC015/8/2025 Design Method Load & Resistance Factor Design (LRFD) Connection Type Withdrawal loading Fastener Type Lag Screw Loading Scenario N/A Main Member Type Douglas Fir-Larch Main Member Thickness 3.5 in. Side Member Type Steel Side Member Thickness 12 gage Washer Thickness 0 in. Nominal Diameter 3/8 in. Length 2 in. Time Effect Factor = 0.8 Wet Service Factor C_M = 1.0 End Grain Factor C_eg = 1.0 Temperature Factor C_t = 1.0 Adjusted LRFD Capacity 675 lbs. • The Adjusted LRFD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 3925 3%4 S Bristol St Unit# WCC015/8/2025 Date:11/20/2024 Client Smartlink Carrier AT&T Mobility Engineer:CL Site:CLU3416 Job #:4106-A0004-B Shear:170.13 lb Tension:61.40 lb Shear Capacity:353 lb Withdrawal Capacity:675 lb Comb. Shear & Withdrawal 180.88 lb Radians 0.346 Z'373.54 lb Shear Usage:48.2% Withdrawal Usage:9.1% T /fTn 9.1% V /fVn 48.2% AWC Combined 48.4% OK Interaction Check Lag Screw Usage Calculator (3/8" Lag Screws w/ 2" Embed) 3925 3%4 S Bristol St Unit# WCC015/8/2025 STRUCTURAL ANALYSIS REPORT December 11, 2024 Site Name South Coast Plaza II Site Number CLU3416 (CLL03416) Infinigy Job Number 4106-A0004-B Client Smartlink Carrier AT&T Mobility Site Location 3925 3/4 S Bristol Street, Unit# WCC01 Santa Ana, CA 92701 Orange County 33.6950556° N NAD83 117.8851944° W NAD83 Structure Type Building Structure Height 27.0 ft Mount Type rooftop Mount Elevation 24.5 ft AGL Structural Usage Ratio 73.3% Overall Result Pass The enclosed structural analysis has been performed in accordance with the 2022 CBC / 2021 IBC based on an ultimate 3-second gust wind speed of 95 mph. The evaluation criteria and applicable standards are presented in the next section of this report. structural@infinigy.com Exp. 6/30/26 12/11/24 3925 3%4 S Bristol St Unit# WCC015/8/2025 Structural Analysis Report December 11, 2024 Page | 2 CONTENTS 1. Introduction 2. Design/Analysis Parameters 3. Proposed Loading Configuration 4. Supporting Documentation 5. Results 6. Recommendations 7. Assumptions 8. Liability Waiver and Limitations 9. Calculations 3925 3%4 S Bristol St Unit# WCC015/8/2025 Structural Analysis Report December 11, 2024 Page | 3 1. INTRODUCTION Infinigy performed a structural analysis on the existing roof structure located at the aforementioned address. All referenced supporting documents have been obtained from the client and are assumed to be accurate and applicable to this site. The mount was analyzed using RISA-3D version 22.0.1 analysis software. 2. DESIGN/ANALYSIS PARAMETERS Wind Speed 95 mph (3-Second Gust) Wind Speed w/ ice No Ice Loading Considered Adopted Code 2022 CBC / 2021 IBC Standard(s) TIA-222-H / ASCE 7-16 Risk Category II Exposure Category C Topographic Factor 1 Seismic Spectral Response Ss = 1.287 g / S1 = 0.461 g Ground Elevation (HMSL) 35.2 ft 3. PROPOSED LOADING CONFIGURATION - 24.5 ft. AGL rooftop Centerline (ft) Qty. Appurtenance Manufacturers Appurtenance Models 24.5 3 Ericsson AIR6449 N77D 24.0 3 Commscope NNH4-65A-R6H4 3 Kathrein 800-10964 K 3 Quintel QS4658-3 3 Ericsson RRUS-4415 B25 3 Ericsson RRUS-4449 B5/B12 3 Ericsson RRUS-32 B66A 3 Ericsson RRUS-4478 B14 3 Ericsson RRUS-32 B30 3 Ericsson RRUS E2 B29 6 Raycap DC6 Cabinet Elevation (ft) Qty. Cabinet Max Weight (lbs) 18.0 1 Indoor UMTS Cabinet 500.0 1 Vertiv Netsure 7100 Power Plant 750.0 1 Battery Rack 2,712.0 1 Outdoor UMTS Cabinet 500.0 1 Sunwest Cabinet 500.0 3925 3%4 S Bristol St Unit# WCC015/8/2025 Structural Analysis Report December 11, 2024 Page | 4 4. SUPPORTING DOCUMENTATION Construction Drawings Prodiconn Solutions dated April 4, 2024 AT&T Mobility Proposed Loading RFDS ID: 4350690 dated May 4, 2022 Previous Analysis Report Prodiconn Solutions dated April 4, 2024 5. RESULTS Components Capacity Pass/Fail FRP Structure (Alpha, Beta, Gamma) 44.0% Pass Roof Structure (Alpha, Beta, Gamma) See Note Acceptable Roof Girder (Equipment Area) 73.3% Pass Roof Joists (Equipment Area) 44.1% Pass RATING = 73.3% Pass Note: Looking at this installation from a structural prospective, it is an engineering judgment of this office that the installation will have no appreciable impact on either the vertical or horizontal loads imposed on the existing roof structure, and the existing roof structure is capable of supporting the existing and proposed equipment. 6. RECOMMENDATIONS Infinigy recommends installing AT&T Mobility’s proposed equipment loading configuration on the existing rooftop at 24.5 ft & 24.0 ft. The installation shall be performed in accordance with the construction documents issued for this site. If you have any questions, require additional information, or believe the actual conditions differ from those detailed in this report, please contact us immediately. Christopher H. Lee, MS, PE Engineering Manager | INFINIGY 3925 3%4 S Bristol St Unit# WCC015/8/2025 Structural Analysis Report December 11, 2024 Page | 5 7. ASSUMPTIONS The antenna mounting system was properly fabricated, installed and maintained in accordance with its original design and manufacturer's specifications. The configuration of antennas, mounts, and other appurtenances are as specified in the proposed loading configuration table. All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. The analysis will require revisions if the existing conditions in the field differ from those shown in the above-referenced documents or assumed in this analysis. No allowance was made for any damaged, missing, or rusted members. Steel grades have been assumed as follows, unless noted otherwise: Channel, Solid Round, Angle, Plate ASTM A36 HSS (Rectangular) ASTM A500-B GR 46 HSS (Circular) ASTM A500-B GR 42 Pipe ASTM A53-B GR 35 Connection Bolts ASTM A325 U-Bolts ASTM A307 All bolted connections are pretensioned in accordance with Table 8.2 of the RCSC 2014 Standard. The existing roof information is based on the previous structural analysis prepared by Prodiconn, dated April 4, 2024 8. LIABILITY WAIVER AND LIMITATIONS Our structural calculations are completed assuming all information provided to Infinigy is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition as erected and all members and connections to be free of corrosion and/or structural defects. The structure owner and/or contractor shall verify the structure’s condition prior to installation of any proposed equipment. If actual conditions differ from those described in this report, Infinigy should be notified immediately to assess the impact on the results of this report. Our evaluation is completed using industry standard methods and procedures. The structural results, conclusions and recommendations contained in this report are proprietary and should not be used by others as their own. Infinigy is not responsible for decisions made by others that are or are not based on the stated assumptions and conclusions in this report. This report is an evaluation of the structure shown in the calculations and does not determine the adequacy of the other carrier mounts or cable mounting attachments. The analysis of these elements is outside the scope of this analysis, are assumed to be adequate for the purpose of this report and to have been installed per their manufacturer requirements. This document is not for construction purposes. 3925 3%4 S Bristol St Unit# WCC015/8/2025 Program Inputs Infinigy Load Calculator V2.3.4 2021 IBC ASCE 7-16 II 95 mph C No Ice Wind 1 No Ice 18.38 psf 35.2 ft *7-16 1.83 psf 34.924 psf 34.924 psf 3.483 psf 1 24.0 ft 27.0 ft 1.287 g 0.461 g 1.030 0.473 N/A ft 1.200 N/A ft 1.539 N/A ft 3.000 2.000 0.850 0.999 *7-16 Only 1.000 1.900 Engineer: ASCE Standard: Topo Category: Ice Wind (Vice): Chris Lee, PE AT&T Mobility Base Ice Thickness (ti): SITE INFORMATION WIND AND ICE DATA Risk Category: Exposure Category: Basic Wind (V): PROJECT INFORMATION CODE STANDARDS Client:Building Code: Carrier: Smartlink Short-Period Accel. (Ss): 1-Second Accel. (S1): Ground Elevation: Ice Wind Pressure: Velocity Pressure1 (qz):D - Stiff Soil (Assumed)Site Class: Ice Velocity Pressure (qzi): Mount Type:Rooftop Num Sectors: SEISMIC DATA Ground Ele. Factor (Ke): Topo Feature:N/A Crest Distance: FACTORS Directionality Factor (Kd): Slope Distance: MOUNT INFORMATION Centerline AGL: Roof Height AGL: Short-Period Design (SDS): 1-Second Design (SD1): Flat Pressure: Round Pressure: TOPOGRAPHIC DATA Height Esc. Factor (Kzt): Response Mod. Coeff. (R): Short-Period Coeff. (Fa):Crest Height: 1-Second Coeff. (Fv): Amplification Factor (AS): Gust Effect Factor (GCr): 12/4/2024_ 3925 3%4 S Bristol St Unit# WCC015/8/2025 Program Inputs Infinigy Load Calculator V2.3.4 Elevation Qty.Height (in)Width (in)Depth (in)Weight (lbs)EPAN (ft2)EPAT (ft2)Member (α sector) 24.0 1 59.00 19.60 7.80 86.50 8.03 3.20 Leg/Flush 24.5 1 33.11 20.63 8.31 103.62 4.74 1.91 Leg/Flush 24.0 1 59.00 20 6.9 94.80 8.19 2.83 Leg/Flush 24.0 1 52 12 9.6 69.40 4.33 3.47 Leg/Flush 24.0 1 14.96 13.19 5.39 44.00 1.37 0.56 Leg/Flush 24.0 1 17.9 13.19 9.44 71.00 1.64 1.17 Leg/Flush 24.0 1 27.6 12.45 7.41 55.12 2.39 1.42 Leg/Flush 24.0 1 16.5 13.4 7.7 59.90 1.54 0.88 Leg/Flush 24.0 1 27.2 12.05 7 52.90 2.28 1.32 Leg/Flush 24.0 1 20.4 18.5 7.5 52.90 2.62 1.06 Leg/Flush 24.0 1 31.25 11 18.5 32.80 2.39 4.01 Leg/Flush ERICSSON RRUS 4415 B25 ERICSSON RRUS 4449 B5/B12 ERICSSON RRUS 32 B66A ERICSSON RRUS 4478 B14 ERICSSON RRUS 32 B30 ERICSSON RRUS E2 B29 APPURTENANCE INFORMATION Appurtenance Name COMMSCOPE NNH4-65A-R6H4 ERICSSON AIR6449 N77D KATHREIN 800-10964 K QUINTEL TECHNOLOGY QS4658-3 RAYCAP DC6 12/4/2024_ 3925 3%4 S Bristol St Unit# WCC015/8/2025 Carrier Site ID: CLU3416 Carrier Site Name: SOUTH COAST PLAZA II Date: 12/4/2024 Code Standard: ASCE 7-16 - Risk Category: II - Basic Wind Speed, V: 95 mph Basic Ice Wind Speed, Vi:30 mph Exposure Category: C - Topographic Factor, K zt:1.000 - Ground Elevation, z g:35.2 ft.Section 26.9 Top Elevation of Screen/Wall, h: 27.0 ft. Largest Screen/Wall Width, B: 4.0 ft. Height of Screen/Wall, s: 7.0 ft. Clearance Ratio, s/h: 0.26 - Aspect Ratio, B/s: 0.57 - Exposure Coefficient, Kz:0.96 - Topography Factor, K zt:1.00 - Wind Directionality Factor, K d:0.85 - Ground Elevation Factor, K e:1.00 - Velocity Pressure, qh:18.8 psf Ice Velocity Pressure, qh:1.9 psf Gust Effect Factor, G: 0.85 - Force Coefficient, Cf:1.80 - Lateral Wind Pressure, F: 28.8 psf Lateral Ice Wind Pressure, F: 2.9 psf VELOCITY PRESSURE Section 26.7 - - STRUCTURE & SITE INFORMATION Table 1.5-1 - - - Section 26.8.2 Structure Specific Information FRP Screen Figs. 26.5-1A-D & 26.5-2-D PROJECT DATA WIND PRESSURE Equation 29.3-1 Section 26.10.2 Figure 29.3-1 Equation 29.3-1 Section 26.10.1 Section 26.8.2 Table 26.6-1 Section 26.9 Section 26.10.2 Section 26.11 DESIGN WIND LOADS: SOLID FREESTANDING WALLS AND SOLID FREESTANDING SIGNS 3925 3%4 S Bristol St Unit# WCC015/8/2025 Structural Analysis Report December 11, 2024 PROPOSED ROOF MODIFICATIONS 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Render Dec 04, 2024 at 05:26 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Wireframe Dec 04, 2024 at 05:27 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Shape Dec 04, 2024 at 05:29 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Section Sets Dec 04, 2024 at 05:29 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Grade Dec 04, 2024 at 05:29 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Length Dec 04, 2024 at 05:29 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Dead Load Dec 04, 2024 at 05:30 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Wind Load Dec 04, 2024 at 05:30 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Seismic Load Z Dec 04, 2024 at 05:30 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Seismic Load X Dec 04, 2024 at 05:30 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen)Roof Live Load Dec 04, 2024 at 05:33 AM CLU3416_FRP.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen) Checked By : __________ 12/4/2024 5:33:35 AM RISA-3D Version 22 [ CLU3416_FRP.r3d ]Page 1 Member Primary Data Label I Node J Node Rotate(deg)Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 90 Post Column Rectangular DF Typical 2 M2 N1 N3 FRP Rafter Beam Wide Flange FRP Typical 3 M4 N4 N5 90 Post Column Rectangular DF Typical 4 M5 N4 N6 FRP Rafter Beam Wide Flange FRP Typical 5 M13 N7 N8 90 Post Column Rectangular DF Typical 6 M14 N7 N9 FRP Rafter Beam Wide Flange FRP Typical 7 M16 N10 N11 90 Post Column Rectangular DF Typical 8 M17 N10 N12 FRP Rafter Beam Wide Flange FRP Typical Member Advanced Data Label Col-Wall Vert Release Physical Deflection Ratio Options Seismic DR 1 M1 Yes ** NA **None 2 M2 Yes Default None 3 M4 Yes ** NA **None 4 M5 Yes Default None 5 M13 Yes ** NA **None 6 M14 Yes Default None 7 M16 Yes ** NA **None 8 M17 Yes Default None Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in] 1 N1 S10 2 N10 S10 3 N11 Reaction Reaction Reaction 4 N12 Reaction Reaction Reaction 5 N5 Reaction Reaction Reaction 6 N8 Reaction Reaction Reaction 7 N2 Reaction Reaction Reaction 8 N3 Reaction Reaction Reaction 9 N9 Reaction Reaction Reaction 10 N6 Reaction Reaction Reaction Material Take-Off Material Size Pieces Length[in]Weight[LB] 1 Hot Rolled Steel 2 FRP W4X3X0.25 4 446.4 69.948 3 Total HR Steel 4 446.4 69.948 4 5 Wood 6 DF 2X4 4 360 38.282 7 Total Wood 4 360 38.282 8 9 Plate Elements Thickness (in)Volume (yds^3) 10 gen_FRP 0.6 30 0.1 220.888 11 gen_Plywood 0.5 27 0 43.75 12 Total Plates 57 0.1 264.638 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen) Checked By : __________ 12/4/2024 5:33:35 AM RISA-3D Version 22 [ CLU3416_FRP.r3d ]Page 2 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Surface(Plate/Wall) 1 Self Weight DL -1 30 2 Wind Load AZI 0 WLZ 3 Wind Load AZI 30 None 4 Wind Load AZI 60 None 5 Wind Load AZI 90 WLX 6 Wind Load AZI 120 None 7 Wind Load AZI 150 None 8 Wind Load AZI 180 None 9 Wind Load AZI 210 None 10 Wind Load AZI 240 None 11 Wind Load AZI 270 None 12 Wind Load AZI 300 None 13 Wind Load AZI 330 None 14 Distr. Wind Load Z WLZ 30 15 Distr. Wind Load X WLX 31 Seismic Load Z ELZ -1.544 30 32 Seismic Load X ELX -1.544 30 33 Service Live Loads RLL 30 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IBC 21/ASCE Strength 1 Yes Y DL 1.4 2 IBC 21/ASCE Strength 2 (a)Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL 0.5 3 IBC 21/ASCE Strength 2 (b)Yes Y DL 1.2 LL 1.6 LLS 1.6 4 IBC 21/ASCE Strength 3 (a)Yes Y DL 1.2 RLL 1.6 LL 0.5 LLS 1 5 IBC 21/ASCE Strength 3 (b) (a)Yes Y DL 1.2 RLL 1.6 WLX 0.5 6 IBC 21/ASCE Strength 3 (b) (b)Yes Y DL 1.2 RLL 1.6 WLZ 0.5 7 IBC 21/ASCE Strength 3 (b) (c)Yes Y DL 1.2 RLL 1.6 WLX -0.5 8 IBC 21/ASCE Strength 3 (b) (d)Yes Y DL 1.2 RLL 1.6 WLZ -0.5 9 IBC 21/ASCE Strength 3 (d) (a)Yes Y DL 1.2 WLX 0.5 10 IBC 21/ASCE Strength 3 (d) (b)Yes Y DL 1.2 WLZ 0.5 11 IBC 21/ASCE Strength 3 (d) (c)Yes Y DL 1.2 WLX -0.5 12 IBC 21/ASCE Strength 3 (d) (d)Yes Y DL 1.2 WLZ -0.5 13 IBC 21/ASCE Strength 4 (a) (a)Yes Y DL 1.2 WLX 1 LL 0.5 LLS 1 RLL 0.5 14 IBC 21/ASCE Strength 4 (a) (b)Yes Y DL 1.2 WLZ 1 LL 0.5 LLS 1 RLL 0.5 15 IBC 21/ASCE Strength 4 (a) (c)Yes Y DL 1.2 WLX -1 LL 0.5 LLS 1 RLL 0.5 16 IBC 21/ASCE Strength 4 (a) (d)Yes Y DL 1.2 WLZ -1 LL 0.5 LLS 1 RLL 0.5 17 IBC 21/ASCE Strength 4 (b) (a)Yes Y DL 1.2 WLX 1 LL 0.5 LLS 1 18 IBC 21/ASCE Strength 4 (b) (b)Yes Y DL 1.2 WLZ 1 LL 0.5 LLS 1 19 IBC 21/ASCE Strength 4 (b) (c)Yes Y DL 1.2 WLX -1 LL 0.5 LLS 1 20 IBC 21/ASCE Strength 4 (b) (d)Yes Y DL 1.2 WLZ -1 LL 0.5 LLS 1 21 IBC 21/ASCE Strength 5 (a)Yes Y DL 0.9 WLX 1 22 IBC 21/ASCE Strength 5 (b)Yes Y DL 0.9 WLZ 1 23 IBC 21/ASCE Strength 5 (c)Yes Y DL 0.9 WLX -1 24 IBC 21/ASCE Strength 5 (d)Yes Y DL 0.9 WLZ -1 25 IBC 21/ASCE Strength 6 (a)Yes Y DL 1.2 ELX 1 LL 0.5 LLS 1 26 IBC 21/ASCE Strength 6 (b)Yes Y DL 1.2 ELZ 1 LL 0.5 LLS 1 27 IBC 21/ASCE Strength 6 (c)Yes Y DL 1.2 ELX -1 LL 0.5 LLS 1 28 IBC 21/ASCE Strength 6 (d)Yes Y DL 1.2 ELZ -1 LL 0.5 LLS 1 29 IBC 21/ASCE Strength 7 (a)Yes Y DL 0.9 ELX 1 30 IBC 21/ASCE Strength 7 (b)Yes Y DL 0.9 ELZ 1 31 IBC 21/ASCE Strength 7 (c)Yes Y DL 0.9 ELX -1 32 IBC 21/ASCE Strength 7 (d)Yes Y DL 0.9 ELZ -1 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (FRP Screen) Checked By : __________ 12/4/2024 5:33:35 AM RISA-3D Version 22 [ CLU3416_FRP.r3d ]Page 3 Member Point Loads No Data to Print... Member Area Loads No Data to Print... Nodal Loads and Enforced Displacements No Data to Print... Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [lb-ft]LC MY [lb-ft]LC MZ [lb-ft]LC 1 N1 max 92.457 29 0 32 0 32 0 32 0 32 0 32 2 min -93.127 27 0 1 0 1 0 1 0 1 0 1 3 N10 max 93.127 25 0 32 0 32 0 32 0 32 0 32 4 min -92.457 31 0 1 0 1 0 1 0 1 0 1 5 N11 max 24.761 29 306.09 26 33.217 26 0 32 0 32 0 32 6 min -24.787 27 -100.593 32 -19.554 32 0 1 0 1 0 1 7 N12 max 251.284 29 833.748 27 535.328 29 0 32 0 32 0 32 8 min -280.6 27 -670.474 29 -553.678 27 0 1 0 1 0 1 9 N5 max 49.299 25 487.931 26 50.501 26 0 32 0 32 0 32 10 min -49.247 31 -161.749 32 -28.747 32 0 1 0 1 0 1 11 N8 max 49.247 29 487.931 26 50.501 26 0 32 0 32 0 32 12 min -49.299 27 -161.749 32 -28.747 32 0 1 0 1 0 1 13 N2 max 24.787 25 306.09 26 33.217 26 0 32 0 32 0 32 14 min -24.761 31 -100.593 32 -19.554 32 0 1 0 1 0 1 15 N3 max 280.6 25 833.748 25 535.328 31 0 32 0 32 0 32 16 min -251.284 31 -670.474 31 -553.678 25 0 1 0 1 0 1 17 N9 max 281.668 29 461.673 27 399.257 30 0 32 0 32 0 32 18 min -296.676 27 -179.55 29 -416.695 28 0 1 0 1 0 1 19 N6 max 296.676 25 461.673 25 399.257 30 0 32 0 32 0 32 20 min -281.668 31 -179.55 31 -416.695 28 0 1 0 1 0 1 21 Totals:max 1437.458 29 1831.361 6 1437.458 26 22 min -1437.458 31 837.81 32 -1437.458 32 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code Check Loc[in]LC Shear Check Loc[in]DirLC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 1 M14 W4X3X0.25 0.44 60.45326 0.068 11.626 y 26 1978.015 14962.5 619.336 1134.101 1.199 H1-1b 2 M5 W4X3X0.25 0.44 60.45326 0.068 11.626 y 26 1978.015 14962.5 619.336 1134.101 1.199 H1-1b 3 M2 W4X3X0.25 0.248 60.45326 0.039 11.626 y 26 1978.015 14962.5 619.336 1126.553 1.191 H1-1b 4 M17 W4X3X0.25 0.248 60.45326 0.039 11.626 y 26 1978.015 14962.5 619.336 1126.553 1.191 H1-1b Envelope AWC NDS-18 / SDPWS-21 LRFD Member Wood Code Checks Member Shape Code Check Loc[in]LC Shear Check Loc[in]Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi]RB CL CP Eqn 1 M13 2X4 0.384 0 14 0.139 9.375 y 14 1.069 2.187 3.137 3.562 0.389 11.8320.9690.2873.9-3 2 M4 2X4 0.384 0 14 0.139 9.375 y 14 1.069 2.187 3.137 3.562 0.389 11.8320.9690.2873.9-3 3 M16 2X4 0.196 0 14 0.126 9.375 z 26 1.069 2.187 3.137 3.562 0.389 11.8320.9690.2873.9-3 4 M1 2X4 0.196 0 14 0.126 9.375 z 26 1.069 2.187 3.137 3.562 0.389 11.8320.9690.2873.9-3 3925 3%4 S Bristol St Unit# WCC015/8/2025 Appurtenance Weight Comparison Qty. Weight (lbs)Seismic Load (lbs) Total Weight (lbs) Total Seismic Load (lbs) 6 94.8 146.4 568.8 878.2 3 69.4 107.2 208.2 321.5 3 44.0 67.9 132.0 203.8 3 71.0 109.6 213.0 328.9 3 55.1 85.1 165.4 255.3 3 59.9 92.5 179.7 277.5 3 52.9 81.7 158.7 245.0 3 52.9 81.7 158.7 245.0 6 49.4 76.2 296.3 457.5 6 4.3 6.6 25.8 39.8 6 13.2 20.4 79.2 122.3 6 32.8 50.6 196.8 303.9 Sum: 2382.5 3678.6 Qty. Weight (lbs)Seismic Load (lbs) Total Weight (lbs) Total Seismic Load (lbs) 3 86.5 133.6 259.5 400.7 3 103.6 160.0 310.9 480.0 3 94.8 146.4 284.4 439.1 3 69.4 107.2 208.2 321.5 3 44.0 67.9 132.0 203.8 3 71.0 109.6 213.0 328.9 3 55.1 85.1 165.4 255.3 3 59.9 92.5 179.7 277.5 3 52.9 81.7 158.7 245.0 3 52.9 81.7 158.7 245.0 6 32.8 50.6 196.8 303.9 Sum: 2267.2 3500.6 -4.8% -4.8%Seismic Load Increase RAYCAP DC6 ERICSSON RRUS 4449 B5/B12 ERICSSON RRUS 32 B66A ERICSSON RRUS 4478 B14 ERICSSON RRUS 32 B30 ERICSSON RRUS E2 B29 Weight Increase ERICSSON RRUS 4415 B25 ERICSSON RRUS 4478 B14 ERICSSON RRUS 32 B30 ERICSSON RRUS E2 B29 RAYCAP DC6 Model COMMSCOPE NNH4-65A-R6H4 ERICSSON AIR6449 N77D KATHREIN 800-10964 K QUINTEL TECHNOLOGY QS4658-3 ERICSSON RRUS 4415 B25 PROPOSED APPURTENANCES EXISTING APPURTENANCES Model KATHREIN 800-10964 K QUINTEL TECHNOLOGY QS4658-3 ERICSSON RRUS 4449 B5/B12 ERICSSON RRUS 32 B66A ERICSSON RRUS 12 B2 ANDREW CBC819-DF-9-DCB ERICSSON TMA KRY112 75/1 PROJECT DATA Carrier Site ID: CLU3416 Carrier Site Name: SOUTH COAST PLAZA II Date: 12/11/2024 CODE STANDARDS Building Code: 2021 IBC ASCE Standard: ASCE 7-16 ROOF ANALYSIS FOR TELECOMMUNICATION EQUIPMENT 3925 3%4 S Bristol St Unit# WCC015/8/2025 25# 250# 100# 500# 250#25# 25# 100# 500# 500#750#2712# 25# 500# 25# AREA LOAD 1 = 22.8 PSF AREA LOAD 2 = 159.1 PSF 2.14 in9'-0" 1. 6 8 in 7'-6" (typ) 50# AREA LOAD 3 = 22.2 PSF 1. 0 6 in 0. 7 0 in 4'-0" 3'-6" 3925 3%4 S Bristol St Unit# WCC015/8/2025 ROOF ANALYSIS FOR TELECOMMUNICATION EQUIPMENT Equipment Area Load Calculations 2021 IBC ASCE 7-16 315 lbs 200 lbs 250 lbs 500 lbs 500 lbs 100 lbs 475 lbs 800 1540 36.0 ft² 67.5 ft²22.2 psf 22.8 psf 500 lbs 500 lbs 2712 lbs 750 lbs 500 lbs 50 lbs 5012 31.5 ft² 159.1 psf Total Weight: Miscl Equipment: Total Weight: Tributary Area: Applied Area Load: Tributary Area: *Applied Area Load: EQUIPMENT AREA 3 Platform: UMTS Cabinet: Description: Equipment Area CODE STANDARDS Building Code: ASCE Standard: EQUIPMENT AREA 1 Platform: LTE Purcell Cabinet: PROJECT INFORMATION Record ID #: 23.279 Carrier Site ID: CLU3416 Total Weight: Tributary Area: *Applied Area Load: Carrier Site Name: SOUTH COAST PLAZA II UMTS Purcell Cabinet: Miscl Equipment: EQUIPMENT AREA 2 Platform: Indoor UMTS Cabinet: Indoor Battery Rack: Indoor Power Plant: Sunwest Cabinet: Miscl Equipment: 3925 3%4 S Bristol St Unit# WCC015/8/2025 4. 4 9 in ASSUME 17'-0" SPAN 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Render Dec 11, 2024 at 07:16 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Wireframe Dec 11, 2024 at 07:16 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Shape Dec 11, 2024 at 07:16 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Section Sets Dec 11, 2024 at 07:17 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Grade Dec 11, 2024 at 07:17 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Length Dec 11, 2024 at 07:17 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Self Weight Dec 11, 2024 at 07:17 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Roof Live Load Dec 11, 2024 at 07:17 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform)Equipment Weight Dec 11, 2024 at 07:18 AM CLU3416_ROOF.r3d 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 1 Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size (in2)25 Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum)No Maximum Yes Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16): LRFD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 15th (360-16): LRFD Cold Formed Steel AISI S100-20: LRFD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18 / SDPWS-21 LRFD Temperature < 100F Concrete ACI 318-19 Masonry TMS 402-16: Strength Aluminum AA ADM1-20: LRFD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): LRFD Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Code ASCE 7-16 Risk Category I or II Drift Cat Other 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 2 Model Settings (Continued) Base Elevation (ft) Include the weight of the structure in base shear calcs Yes S1 (g)1 SD1 (g)1 SDS (g)1 TL (sec)5 T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 1 Ω0X 1 CdZ 4 CdX 4 ρ Z 1 ρ X 1 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 3 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 Roof Beam HBrace Wide Flange A992 Typical 2 M31 N1 N66 Roof Joist Beam Rectangular DF Typical 3 M32 N5 N67 Roof Joist Beam Rectangular DF Typical 4 M33 N7 N68 Roof Joist Beam Rectangular DF Typical 5 M34 N9 N69 Roof Joist Beam Rectangular DF Typical 6 M35 N11 N70 Roof Joist Beam Rectangular DF Typical 7 M36 N13 N71 Roof Joist Beam Rectangular DF Typical 8 M37 N15 N72 Roof Joist Beam Rectangular DF Typical 9 M38 N17 N73 Roof Joist Beam Rectangular DF Typical 10 M39 N19 N74 Roof Joist Beam Rectangular DF Typical 11 M40 N21 N75 Roof Joist Beam Rectangular DF Typical 12 M41 N23 N76 Roof Joist Beam Rectangular DF Typical 13 M42 N25 N77 Roof Joist Beam Rectangular DF Typical 14 M43 N27 N78 Roof Joist Beam Rectangular DF Typical 15 M44 N29 N79 Roof Joist Beam Rectangular DF Typical 16 M45 N31 N80 Roof Joist Beam Rectangular DF Typical 17 M46 N33 N81 Roof Joist Beam Rectangular DF Typical 18 M47 N35 N82 Roof Joist Beam Rectangular DF Typical 19 M48 N37 N83 Roof Joist Beam Rectangular DF Typical 20 M49 N39 N84 Roof Joist Beam Rectangular DF Typical 21 M50 N41 N85 Roof Joist Beam Rectangular DF Typical 22 M51 N43 N86 Roof Joist Beam Rectangular DF Typical 23 M52 N45 N87 Roof Joist Beam Rectangular DF Typical 24 M53 N47 N88 Roof Joist Beam Rectangular DF Typical 25 M54 N49 N89 Roof Joist Beam Rectangular DF Typical 26 M55 N51 N90 Roof Joist Beam Rectangular DF Typical 27 M56 N53 N91 Roof Joist Beam Rectangular DF Typical 28 M57 N2 N92 Roof Joist Beam Rectangular DF Typical 29 M58 N97 N11 Roof Joist Beam Rectangular DF Typical 30 M59 N109 N35 Roof Joist Beam Rectangular DF Typical 31 M60 N96 N9 Roof Joist Beam Rectangular DF Typical 32 M61 N101 N19 Roof Joist Beam Rectangular DF Typical 33 M62 N99 N15 Roof Joist Beam Rectangular DF Typical 34 M63 N105 N27 Roof Joist Beam Rectangular DF Typical 35 M64 N100 N17 Roof Joist Beam Rectangular DF Typical 36 M65 N108 N33 Roof Joist Beam Rectangular DF Typical 37 M66 N102 N21 Roof Joist Beam Rectangular DF Typical 38 M67 N111 N39 Roof Joist Beam Rectangular DF Typical 39 M68 N114 N45 Roof Joist Beam Rectangular DF Typical 40 M69 N93 N1 Roof Joist Beam Rectangular DF Typical 41 M70 N107 N31 Roof Joist Beam Rectangular DF Typical 42 M71 N94 N5 Roof Joist Beam Rectangular DF Typical 43 M72 N95 N7 Roof Joist Beam Rectangular DF Typical 44 M73 N98 N13 Roof Joist Beam Rectangular DF Typical 45 M74 N103 N23 Roof Joist Beam Rectangular DF Typical 46 M75 N104 N25 Roof Joist Beam Rectangular DF Typical 47 M76 N106 N29 Roof Joist Beam Rectangular DF Typical 48 M77 N110 N37 Roof Joist Beam Rectangular DF Typical 49 M78 N112 N41 Roof Joist Beam Rectangular DF Typical 50 M79 N113 N43 Roof Joist Beam Rectangular DF Typical 51 M80 N115 N47 Roof Joist Beam Rectangular DF Typical 52 M81 N116 N49 Roof Joist Beam Rectangular DF Typical 53 M82 N117 N51 Roof Joist Beam Rectangular DF Typical 54 M83 N118 N53 Roof Joist Beam Rectangular DF Typical 55 M84 N119 N2 Roof Joist Beam Rectangular DF Typical 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 4 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 Roof Beam W24X76 HBrace Wide Flange A992 Typical 22.4 82.5 2100 2.68 Wood Section Sets Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴] 1 Roof Joist 2X14 Beam Rectangular DF Typical 19.875 3.727 290.775 13.843 Material Take-Off Material Size Pieces Length[in]Weight[LB] 1 Hot Rolled Steel 2 A992 W24X76 1 420 2667.78 3 Total HR Steel 1 420 2667.78 4 5 Wood 6 DF 2X14 54 9396 3782.53 7 Total Wood 54 9396 3782.53 Basic Load Cases BLC Description Category Y Gravity Distributed Area(Member) 1 Self Weight DL -1 1 2 Roof Live Load RLL 5 3 Equipment Weight OL1 3 4 BLC 1 Transient Area Loads None 54 5 BLC 2 Transient Area Loads None 195 6 BLC 3 Transient Area Loads None 125 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 IBC 21/ASCE Strength 1 Yes Y DL 1.4 OL1 1.2 2 IBC 21/ASCE Strength 3 (a)Yes Y DL 1.2 RLL 1.6 OL1 1.2 Envelope Node Reactions Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [lb-ft]LC MY [lb-ft]LC MZ [lb-ft]LC 1 N1 max 0 2 16869.351 2 0 2 0 2 0 2 0 2 2 min 0 1 11015.695 1 0 1 0 1 0 1 0 1 3 N2 max 0 2 17726.784 2 0 2 0 2 0 2 0 2 4 min 0 1 12494.723 1 0 1 0 1 0 1 0 1 5 N66 max 0 2 368.051 2 0 2 0 2 0 2 18.625 2 6 min 0 1 191.373 1 0 1 0 1 0 1 13.238 1 7 N92 max 0 2 368.051 2 0 2 0 2 0 2 -13.922 1 8 min 0 1 191.373 1 0 1 0 1 0 1 -19.02 2 9 N72 max 0 2 615.986 2 0 2 0 2 0 2 13.694 2 10 min 0 1 295.506 1 0 1 0 1 0 1 9.939 1 11 N90 max 0 2 615.986 2 0 2 0 2 0 2 -13.43 1 12 min 0 1 295.506 1 0 1 0 1 0 1 -18.33 2 13 N74 max 0 2 615.986 2 0 2 0 2 0 2 10.414 2 14 min 0 1 295.506 1 0 1 0 1 0 1 7.69 1 15 N87 max 0 2 615.987 2 0 2 0 2 0 2 -11.207 1 16 min 0 1 295.506 1 0 1 0 1 0 1 -15.27 2 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 5 Envelope Node Reactions (Continued) Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [lb-ft]LC MY [lb-ft]LC MZ [lb-ft]LC 17 N77 max 0 2 615.986 2 0 2 0 2 0 2 4.548 2 18 min 0 1 295.506 1 0 1 0 1 0 1 3.562 1 19 N76 max 0 2 615.986 2 0 2 0 2 0 2 6.601 2 20 min 0 1 295.506 1 0 1 0 1 0 1 5.023 1 21 N85 max 0 2 535.502 2 0 2 0 2 0 2 -8.871 1 22 min 0 1 446.386 1 0 1 0 1 0 1 -12.13 2 23 N79 max 0 2 535.546 2 0 2 0 2 0 2 0.445 1 24 min 0 1 446.438 1 0 1 0 1 0 1 0.256 2 25 N69 max 0 2 615.985 2 0 2 0 2 0 2 17.24 2 26 min 0 1 295.505 1 0 1 0 1 0 1 12.323 1 27 N91 max 0 2 651.405 2 0 2 0 2 0 2 -13.783 1 28 min 0 1 310.382 1 0 1 0 1 0 1 -18.823 2 29 N67 max 0 2 651.405 2 0 2 0 2 0 2 18.438 2 30 min 0 1 310.382 1 0 1 0 1 0 1 13.115 1 31 N68 max 0 2 615.986 2 0 2 0 2 0 2 17.97 2 32 min 0 1 295.506 1 0 1 0 1 0 1 12.807 1 33 N83 max 0 2 585.851 2 0 2 0 2 0 2 -6.001 1 34 min 0 1 473.713 1 0 1 0 1 0 1 -8.331 2 35 N70 max 0 2 615.987 2 0 2 0 2 0 2 16.27 2 36 min 0 1 295.506 1 0 1 0 1 0 1 11.676 1 37 N78 max 0 2 660.83 2 0 2 0 2 0 2 2.425 2 38 min 0 1 295.506 1 0 1 0 1 0 1 2.032 1 39 N82 max 0 2 585.851 2 0 2 0 2 0 2 -4.433 1 40 min 0 1 473.713 1 0 1 0 1 0 1 -6.261 2 41 N71 max 0 2 615.985 2 0 2 0 2 0 2 15.081 2 42 min 0 1 295.505 1 0 1 0 1 0 1 10.877 1 43 N75 max 0 2 615.986 2 0 2 0 2 0 2 8.563 2 44 min 0 1 295.506 1 0 1 0 1 0 1 6.403 1 45 N89 max 0 2 615.986 2 0 2 0 2 0 2 -12.876 1 46 min 0 1 295.506 1 0 1 0 1 0 1 -17.559 2 47 N80 max 0 2 592.433 2 0 2 0 2 0 2 -1.181 1 48 min 0 1 477.224 1 0 1 0 1 0 1 -1.936 2 49 N88 max 0 2 615.985 2 0 2 0 2 0 2 -12.131 1 50 min 0 1 295.506 1 0 1 0 1 0 1 -16.532 2 51 N81 max 0 2 585.851 2 0 2 0 2 0 2 -2.817 1 52 min 0 1 473.713 1 0 1 0 1 0 1 -4.119 2 53 N84 max 0 2 592.37 2 0 2 0 2 0 2 -7.49 1 54 min 0 1 477.168 1 0 1 0 1 0 1 -10.298 2 55 N73 max 0 2 615.986 2 0 2 0 2 0 2 12.132 2 56 min 0 1 295.506 1 0 1 0 1 0 1 8.873 1 57 N86 max 0 2 660.83 2 0 2 0 2 0 2 -10.117 1 58 min 0 1 295.506 1 0 1 0 1 0 1 -13.796 2 59 N93 max 0 2 259.77 2 0 2 0 2 0 2 26.385 2 60 min 0 1 135.077 1 0 1 0 1 0 1 18.753 1 61 N94 max 0 2 459.777 2 0 2 0 2 0 2 26.121 2 62 min 0 1 219.078 1 0 1 0 1 0 1 18.58 1 63 N95 max 0 2 434.777 2 0 2 0 2 0 2 25.458 2 64 min 0 1 208.577 1 0 1 0 1 0 1 18.143 1 65 N96 max 0 2 434.777 2 0 2 0 2 0 2 24.424 2 66 min 0 1 208.577 1 0 1 0 1 0 1 17.458 1 67 N97 max 0 2 434.777 2 0 2 0 2 0 2 23.049 2 68 min 0 1 208.577 1 0 1 0 1 0 1 16.541 1 69 N98 max 0 2 434.777 2 0 2 0 2 0 2 21.365 2 70 min 0 1 208.577 1 0 1 0 1 0 1 15.41 1 71 N99 max 0 2 434.778 2 0 2 0 2 0 2 19.4 2 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 6 Envelope Node Reactions (Continued) Node Label X [lb]LC Y [lb]LC Z [lb]LC MX [lb-ft]LC MY [lb-ft]LC MZ [lb-ft]LC 72 min 0 1 208.576 1 0 1 0 1 0 1 14.08 1 73 N100 max 0 2 434.778 2 0 2 0 2 0 2 17.186 2 74 min 0 1 208.576 1 0 1 0 1 0 1 12.569 1 75 N101 max 0 2 434.778 2 0 2 0 2 0 2 14.753 2 76 min 0 1 208.576 1 0 1 0 1 0 1 10.894 1 77 N102 max 0 2 434.778 2 0 2 0 2 0 2 12.132 2 78 min 0 1 208.576 1 0 1 0 1 0 1 9.07 1 79 N103 max 0 2 434.778 2 0 2 0 2 0 2 9.351 2 80 min 0 1 208.576 1 0 1 0 1 0 1 7.116 1 81 N104 max 0 2 434.778 2 0 2 0 2 0 2 6.442 2 82 min 0 1 208.576 1 0 1 0 1 0 1 5.046 1 83 N105 max 0 2 465.954 2 0 2 0 2 0 2 3.436 2 84 min 0 1 208.576 1 0 1 0 1 0 1 2.879 1 85 N106 max 0 2 515.432 2 0 2 0 2 0 2 0.63 1 86 min 0 1 347.611 1 0 1 0 1 0 1 0.362 2 87 N107 max 0 2 592.506 2 0 2 0 2 0 2 -1.673 1 88 min 0 1 392.447 1 0 1 0 1 0 1 -2.742 2 89 N108 max 0 2 574.16 2 0 2 0 2 0 2 -3.99 1 90 min 0 1 376.401 1 0 1 0 1 0 1 -5.835 2 91 N109 max 0 2 574.16 2 0 2 0 2 0 2 -6.28 1 92 min 0 1 376.401 1 0 1 0 1 0 1 -8.87 2 93 N110 max 0 2 574.16 2 0 2 0 2 0 2 -8.501 1 94 min 0 1 376.401 1 0 1 0 1 0 1 -11.803 2 95 N111 max 0 2 592.14 2 0 2 0 2 0 2 -10.611 1 96 min 0 1 392.077 1 0 1 0 1 0 1 -14.589 2 97 N112 max 0 2 515.833 2 0 2 0 2 0 2 -12.568 1 98 min 0 1 348.015 1 0 1 0 1 0 1 -17.184 2 99 N113 max 0 2 465.953 2 0 2 0 2 0 2 -14.332 1 100 min 0 1 208.576 1 0 1 0 1 0 1 -19.544 2 101 N114 max 0 2 434.777 2 0 2 0 2 0 2 -15.877 1 102 min 0 1 208.576 1 0 1 0 1 0 1 -21.633 2 103 N115 max 0 2 434.777 2 0 2 0 2 0 2 -17.185 1 104 min 0 1 208.576 1 0 1 0 1 0 1 -23.42 2 105 N116 max 0 2 434.778 2 0 2 0 2 0 2 -18.241 1 106 min 0 1 208.576 1 0 1 0 1 0 1 -24.875 2 107 N117 max 0 2 434.778 2 0 2 0 2 0 2 -19.026 1 108 min 0 1 208.576 1 0 1 0 1 0 1 -25.967 2 109 N118 max 0 2 459.778 2 0 2 0 2 0 2 -19.525 1 110 min 0 1 219.076 1 0 1 0 1 0 1 -26.667 2 111 N119 max 0 2 259.774 2 0 2 0 2 0 2 -19.723 1 112 min 0 1 135.072 1 0 1 0 1 0 1 -26.945 2 113 Totals:max 0 2 62990.192 2 0 2 114 min 0 1 39165.253 1 0 1 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shape Code Check Loc[in]LC Shear CheckLoc[in]Dir LC phi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn 1 M1 W24X76 0.733 223.125 2 0.054 420 y 2 105656.255 1.008e+6 107250 218302.588 1.15H1-1b Envelope AWC NDS-18 / SDPWS-21 LRFD Member Wood Code Checks MemberShapeCode CheckLoc[in]LC Shear CheckLoc[in]Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi]RB CL CP Eqn 1 M51 2X14 0.442 102 2 0.174 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 2 M43 2X14 0.442 102 2 0.136 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 3 M56 2X14 0.434 102 2 0.189 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 3925 3%4 S Bristol St Unit# WCC015/8/2025 Company Designer Job Number Model Name : : : : Infinigy Engineering CL 4106-A0004-B CLU3416 (Equipment Platform) Checked By : __________ 12/11/2024 7:18:39 AM RISA-3D Version 22 [ CLU3416_ROOF.r3d ]Page 7 Envelope AWC NDS-18 / SDPWS-21 LRFD Member Wood Code Checks (Continued) MemberShapeCode CheckLoc[in]LC Shear CheckLoc[in]Dir LC Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi]RB CL CP Eqn 4 M32 2X14 0.434 102 2 0.188 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 5 M35 2X14 0.411 102 2 0.174 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 6 M52 2X14 0.411 102 2 0.171 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 7 M54 2X14 0.411 102 2 0.178 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 8 M38 2X14 0.411 102 2 0.16 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 9 M41 2X14 0.411 102 2 0.142 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 10 M55 2X14 0.411 102 2 0.181 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 11 M37 2X14 0.411 102 2 0.165 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 12 M39 2X14 0.411 102 2 0.154 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 13 M42 2X14 0.411 102 2 0.135 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 14 M40 2X14 0.411 102 2 0.148 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 15 M33 2X14 0.411 102 2 0.18 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 16 M53 2X14 0.411 102 2 0.175 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 17 M34 2X14 0.411 102 2 0.177 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 18 M36 2X14 0.411 102 2 0.17 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 19 M45 2X14 0.388 102 2 0.121 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 20 M49 2X14 0.388 102 2 0.149 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 21 M48 2X14 0.385 102 2 0.142 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 22 M47 2X14 0.385 102 2 0.135 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 23 M46 2X14 0.385 102 2 0.128 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 24 M70 2X14 0.375 93 2 0.215 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 25 M67 2X14 0.375 93 2 0.255 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 26 M59 2X14 0.357 94.5 2 0.23 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 27 M77 2X14 0.357 94.5 2 0.24 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 28 M65 2X14 0.357 94.5 2 0.22 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 29 M44 2X14 0.352 102 2 0.105 0 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 30 M50 2X14 0.352 102 2 0.145 0 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 31 M78 2X14 0.311 90 2 0.23 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 32 M76 2X14 0.311 90 2 0.174 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 33 M57 2X14 0.245 102 2 0.135 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 34 M31 2X14 0.245 102 2 0.134 204 y 2 1.938 1.118 1.743 1.749 0.389 5.9440.9970.738 3.9-3 35 M63 2X14 0.22 72 2 0.102 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 36 M79 2X14 0.22 72 2 0.156 144 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 37 M83 2X14 0.216 72 2 0.179 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 38 M71 2X14 0.216 72 2 0.177 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 39 M58 2X14 0.205 72 2 0.162 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 40 M68 2X14 0.205 72 2 0.157 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 41 M62 2X14 0.205 72 2 0.149 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 42 M75 2X14 0.205 72 2 0.106 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 43 M66 2X14 0.205 72 2 0.125 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 44 M61 2X14 0.205 72 2 0.134 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 45 M64 2X14 0.205 72 2 0.142 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 46 M82 2X14 0.205 72 2 0.171 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 47 M81 2X14 0.205 72 2 0.168 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 48 M74 2X14 0.205 72 2 0.116 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 49 M72 2X14 0.205 72 2 0.17 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 50 M80 2X14 0.205 72 2 0.163 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 51 M60 2X14 0.205 72 2 0.166 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 52 M73 2X14 0.205 72 2 0.156 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 53 M84 2X14 0.122 72 2 0.141 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 54 M69 2X14 0.122 72 2 0.139 0 y 2 2.334 1.118 1.743 1.749 0.389 5.9440.9970.889 3.9-3 3925 3%4 S Bristol St Unit# WCC015/8/2025 ASCE Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:33.695164 Risk Category:II Longitude:-117.884928 Soil Class:D - Default (see Section 11.4.3) Elevation:35.17098426851608 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: Tue Oct 01 2024 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. Page 1 of 3https://ascehazardtool.org/Tue Oct 01 2024 3925 3%4 S Bristol St Unit# WCC015/8/2025 SS : 1.287 S1 : 0.461 F a : 1.2 F v : N/A SMS : 1.544 SM1 : N/A SDS : 1.03 SD1 : N/A T L : 8 PGA : 0.55 PGA M : 0.66 F PGA : 1.2 Ie : 1 C v : 1.357 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. Tue Oct 01 2024 Page 2 of 3https://ascehazardtool.org/Tue Oct 01 2024 3925 3%4 S Bristol St Unit# WCC015/8/2025 Ice Results: Data Source: Date Accessed: Ice Thickness: 0 in. Concurrent Temperature: 25 F Gust Speed 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Tue Oct 01 2024 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 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