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Home My WebLink About5117 W First St & 5117 3%4 W First St #WCC01 - PlanT1 TITLE SHEET VICINITY MAP:SHEET INDEX CONSULTING TEAM PROJECT SUMMARY PRINT NAME SIGNATURE DATE APPROVALS:DRIVING DIRECTIONS: 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA SITE ADDRESS: LATITUDE AND LONGITUDE: APN: APPLICANT: PROJECT DESCRIPTION: BUILDING SUMMARY: ARCHITECTURAL/ENGINEERING:SAC / ZONING: SITE NUMBER: SITE NAME: SITE TYPE: CITY: COUNTY: JURISDICTION: LA02034A (L700 4X2 + ANCHOR) ROOFTOP SANTA ANA ORANGE CITY OF SANTA ANA PROJECT AREA T1 A2 T2 A3 A1 A4 SC034 PBRE SANTA ANA A5 A8 A6 A9 E1 E2 A7 E3 APPLICABLE CODES:         FD1 T2 GENERAL NOTES, SPECIFICATIONS, ABBREVIATIONS AND SYMBOLS 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA ABBREVIATIONS & SYMBOLS GENERAL NOTES & SPECIFICATIONS2 1 SITE PLAN A1SITE PLAN 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1 SECTOR 'A' 0° SECTOR 'B' 120° SECTOR 'C' 240° W. 1ST STREET S. E U C L I D S T R E E T ROOF PLAN A2ROOF PLAN 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1 SECTOR 'A' 0° SECTOR 'B' 120° SECTOR 'C' 240° A3 EQUIPMENT PLAN 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1(N) EQUIPMENT PLAN2(E) EQUIPMENT PLAN 3(E) ANTENNA PLAN 2ANTENNA SCHEDULE SECTOR 'A' 0° SECTOR 'B' 120° SECTOR 'C' 240° (E) ANTENNA & CABLE SCHEDULE (N) ANTENNA & CABLE SCHEDULE A4 ANTENNA PLAN AND ANTENNA SCHEDULE 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1(N) ANTENNA PLAN SECTOR 'A' 0° SECTOR 'B' 120° SECTOR 'C' 240° ELEVATIONS A5 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1(E) NORTH ELEVATION 2(N) NORTH ELEVATION ELEVATIONS A6 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1(E) WEST ELEVATION 2(N) WEST ELEVATION ELEVATIONS A7 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA 1(E) SOUTH ELEVATION 2(N) SOUTH ELEVATION DETAILS A8 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA RRUS SPECIFICATIONS 3 511RRUS MOUNTING BRACKET 10RRUS MOUNT ON PIPE 9RRU BRACKET @ PIPE ANTENNA SPECIFICATIONS 1RRUS SPECIFICATIONS 4 66X12 6AWG HCS CABLE DETAIL ANTENNA SPECIFICATIONS 2 12CABINET ANCHORAGE RP 6651 SPECIFICATIONS 7 ERICSSON RBS B160 SPECIFICATION 8 ERICSSON ERICSSON RBS E6160 AC V2 SPECIFICATION ERICSSON 1ANTENNA MOUNT @ SECTOR 'A' & 'C' 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA DETAILS A9 2ANTENNA MOUNT @ SECTOR 'B' 3ANTENNA MOUNT BASE PLATE DETAIL 4TYP. FLASHING DETAILS 5WALK PAD 14 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. L700 4X2+ANCHOR 2008 MCGAW AVE IRVINE, CA 92614, USA LA02034A SC034 PBRE SANTA ANA FD1 FIRE DEPARTMENT 2 BATTERY SPECIFICATIONS 1BATTERY NOTES 3 BATTERY NOTES, FIRE NOTES, AND BATTERY SPECIFICATIONS w30 2 BATTERY INFORMATION (VRLA TYPE BATTERIES) 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 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 4430 E. Miraloma Ave. Suite D Anaheim, California 92807 LA02034A (L700 4X2 + ANCHOR) SC034 PBRE SANTA ANA 5117 ¾ W. First St, #WCC01 Santa Ana, CA 92703 Prepared for STRUCTURAL CALCULATIONS Mount Analysis By October 14, 2024 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. George Gomez, P.E. C VI C 92845 EORGE GOME REGISTERED PROFESSIONALENGINEER STATE OF CAL IFORNIAIL ZG Design Criteria I. Applicable Codes -California Building Code (CBC) 2022 -ASCE 7-16 -TIA 222-H -AISC 360-16 -AISC 341-16 -ACI 318-19 II. Scope of Work This project consists of replacing existing antennas with new antennas. All antennas will be mounted onto new antenna mounts attached to an existing frp screen and a new steel H-frame. New Antenna Equipment (see architectural plans for quantities and locations): 1. ERICSSON AIR6419 B41 2. APXVAALL18 43-U-NA20 3. RRUS 4480 B71+B85 4. RRUS 4460 B25+B66 III. Structural Assessment Mount Stress Level with Proposed Equipment 44.0% PASS New H-FRAME 68.7% PASS IV. Provisions of Analysis & Disclaimer Our structural calculations are completed assuming all information provided to us is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition of “like new” and all members, connections, anchors, and surfaces 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, the Engineer of record should be notified immediately to complete a revised evaluation. T-MOBILE LA02034A 1 of 28 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Coordinates:33.745363, -117.936584 Elevation:68 ft Timestamp:2024-10-14T23:40:03.418Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:III Site Class:D-default Basic Parameters Name Value Description SS 1.333 MCER ground motion (period=0.2s) S1 0.475 MCER ground motion (period=1.0s) SMS 1.6 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.067 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.92 Coefficient of risk (0.2s) CR1 0.921 Coefficient of risk (1.0s) PGA 0.57 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.684 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.333 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.449 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.946 Factored deterministic acceleration value (0.2s) S1RT 0.475 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.516 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.672 Factored deterministic acceleration value (1.0s) PGAd 0.798 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. 68 ft Map data ©2024 Google Report a map error 10/14/24, 4:40 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.745363&lng=-117.936584&address=1/2 T-MOBILE LA02034A 2 of 28 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Coordinates:33.745363, -117.936584 Elevation:68 ft Timestamp:2024-10-14T23:39:13.095Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 76 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 68 ft Map data ©2024 Google Report a map error 10/14/24, 4:39 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.745363&lng=-117.936584&address=1/1 T-MOBILE LA02034A 3 of 28 T-MOBILE LA02034A 4 of 28 project by CASA location date 10/14/2024 client job no. 24-209 Seismic Ground Motion Values SDS =1.067 III Table 1.5-1 SD1 =0.579 D § 11.4.3 D Table 11.6-1 Seismic Design Force Wpequip.(lb)Wpmounts(lb)ap Rp Ip 1+2(z/h)Ω 55.4 0 1.0 2.5 1.25 3.0 1.0 111.7 0 1.0 2.5 1.25 3.0 1.0 93.1 0 1.0 2.5 1.25 3.0 1.0 113.8 0 1.0 2.5 1.25 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 Fp min (lb)Fp (lb)Fp max (lb)ΩFp ELat (lb)+/- EVert (lb) 22.2 35.5 118.2 35.5 35.5 11.8 44.7 71.5 238.4 71.5 71.5 23.8 37.3 59.6 198.7 59.6 59.6 19.9 45.5 72.9 242.8 72.9 72.9 24.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Seismic Coefficients from Table 13.6-1 RRUS 4480 B71+B85 RRUS 4460 B25+B66 Seismic Loads Table 0 0 Item ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 RRUS 4480 B71+B85 Item LA02034A 5117 3/4 W. FIRST ST CBG Risk Category Site Class SDC Seismic Demands on Nonstructural Components ASCE 7-16 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H RRUS 4460 B25+B66 0 0 0 0 0 ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 0 0 0 0 0 0 0 0 0 0 0 T-MOBILE LA02034A 5 of 28 project by CASA location date 10/14/2024 client job no. 24-209 LA02034A 5117 3/4 W. FIRST ST CBG FA =q z*G h*(EPA)A Wind Force (§2.6.11.2)qz*Gh*Ka*Ca =41.4 lb Gh Gust effect factor from §2.6.9 Gh =1 (EPA)A =K a*C a*A p Ka Effective projected area coefficient from §2.6.11.2 Ka =1.0 Ap Effective projected area qh, qz =0.00256 *K z*K zt*K s*K d*K e*V 2 qz =29.6 psf Kz Velocity pressure exposure coeff. Defined in §2.6.5.2 Kz =1.01 Kzt Topographic factor defined in §2.6.6.2 Kzt =1.0 Ks Rooftop wind speed-up factor from §2.6.7 Ks =1.1 Kd Wind directionality factor from Table 2-2 Kd =1 Ke Ground elevation factor defined in §2.6.8 Ke =1.0 V Basic wind speed V =102 mph Ca Net force coeff. From Table 2-9 Ca =1.4 0.017453293 h (in) w (in) t (in)Ap (ft2) @ 0o Ap (ft2) @ 30o Ap (ft2) @ 60o Ap (ft2) @ 90o 31.1 16.1 7.3 3.48 3.80 3.10 1.58 72.0 24.0 8.5 12.00 12.52 9.68 4.25 21.8 15.7 7.5 2.38 2.63 2.17 1.14 19.6 15.7 12.1 2.14 2.67 2.49 1.65 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 FA (lb) @ 60o FA (lb) @ 90o FA Max (lb) 128.6 65.3 157.4 401.0 176.1 518.6 90.0 47.0 108.8 103.4 68.2 110.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 FA (lb) @ 30o 157.4 518.6 108.8 FA (lb) @ 0o 144.0 497.1 0.0 0.0 0.0 0.0 98.5 88.5 Wind Effective Projected Areas Wind Loads Table 0 0 0 0 0 0.0 RRUS 4460 B25+B66 Item Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H Design Wind Loads TIA-222-H *Per §16.6 Wind shall be considered to occur from directions in 30 degree maximum increments around a mounting system and shall include directions normal and parallel to the face of mount. 0.0 0.0 0.0 0.0 0.0 0 0.0 0 0.0 110.8 0.0 0.0 APXVAALL18 43-U-NA20 RRUS 4480 B71+B85 Item ERICSSON AIR6419 B41 0 RRUS 4460 B25+B66 0.0 0.0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 RRUS 4480 B71+B85 T-MOBILE LA02034A 6 of 28 project by CASA location date 10/14/2024 client job no. 24-209 LA02034A 5117 3/4 W. FIRST ST CBG Wp (lb) 55.4 111.7 93.1 113.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DL ELat EVert W L LC1 1.4 0 0 0 0 LC2 1.2 0 0 1 0 LC3 1.2 1 1 0 0 Total Vert Total Horiz Total Vert Total Horiz Total Vert(+Ev)Total Horiz Vertical Horizontal 77.6 0.0 66.5 157.4 78.3 35.5 78.3 157.4 156.4 0.0 134.0 518.6 157.9 71.5 157.9 518.6 130.3 0.0 111.7 108.8 131.6 59.6 131.6 108.8 159.3 0.0 136.6 110.8 160.8 72.9 160.8 110.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 ELat (lb) 35.5 59.6 72.9 0.0 LRFD Load Combinations 0.0 0.0 RRUS 4480 B71+B85 Load Case 1 Load Case 2 Load Case 3 Factored Design Forces (lb) ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 RRUS 4460 B25+B66 0 0 0 0 0 Factored Loads 0 0.0 0.0 0.0 ERICSSON AIR6419 B41 RRUS 4480 B71+B85 0 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H Design Loads Summary Seismic Forces Wind Forces 0.0 0.0 0.0 110.8 518.6 0 0 Item FA Max. (lb) 157.4 0.0 0.0 +/- Evert (lb) 11.8 19.9 24.3 0.0 0.0 0.0 0.0 0.0 0.0 *Max Wind and Seismic forces will be analyzed in each orthogonal direction for each component. The worst case appurtenance loading will be used for the (E) mount structure. 0 0.0 0.0 0.0 0.0 RRUS 4460 B25+B66 0 APXVAALL18 43-U-NA20 71.5 23.8 108.8 T-MOBILE LA02034A 7 of 28 project by CASA location date 10/14/2024 client job no. 24-209 LA02034A 5117 3/4 W. FIRST ST CBG Ecc T1 Fh d V Fv T2 Fh (lb) Fv (lb)Ecc (in) d (in)T1 (lb) gov.V (lb) Stress % 157.4 78.3 12 31.1 108.9 39.2 2.75%OK 518.6 157.9 12 72.0 285.6 78.9 6.54%OK 108.8 131.6 12 21.8 126.8 65.8 3.78%OK 110.8 160.8 12 19.6 153.9 80.4 4.60%OK 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! FU=60.0 ksi Bolt Diameter=0.5 in Max V=0.080 kip Max T=0.286 kip Φ (Resistance Factor) =0.75 Ab =0.196 in^2 Fnv =24 ksi (A307) Fnt =45 ksi (A307) fv = Vu bolt / Ab =0.4 ksi Vallow = Φ Fnv Ab =3.5 kip >0.080 kip OK Tallow = Φ Fnt Ab =6.6 kip >0.286 kip OK Combined Shear and Tension: F'nt = 1.3F'nt -(Fnt x fv)/ΦFnv < Fnt =58.0 kip <45 kip =45 kip Rn = F'nt x Ab =8.836 kip ΦRn = F'nt x Ab =6.627 kip >0.286 kip OK RRUS 4460 B25+B66 0 0 0 0 0 1/2" ø A-307 U-Bolt @ Top & Bottom Appurtenance Anchorage 0 0 0 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H ERICSSON AIR6419 B41 RRUS 4480 B71+B85 APXVAALL18 43-U-NA20 0 T-MOBILE LA02034A 8 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-2 Oct 14, 2024 at 05:08 PM antenna mount.r3d T-MOBILE LA02034A 9 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-3 Oct 14, 2024 at 05:09 PM antenna mount.r3d T-MOBILE LA02034A 10 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-4 Oct 14, 2024 at 05:09 PM antenna mount.r3d T-MOBILE LA02034A 11 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-5 Oct 14, 2024 at 05:09 PM antenna mount.r3d T-MOBILE LA02034A 12 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-7 Oct 14, 2024 at 05:11 PM antenna mount.r3d T-MOBILE LA02034A 13 of 28 Company Designer Job Number Model Name : : : : Gomez Construction Services George Gomez 22-116 Monopine Checked By : __________ 10/14/2024 5:12:52 PM RISA-3D Version 21 [ antenna mount.r3d ]Page 1 Hot Rolled Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [psi]Ry Fu [psi]Rt 1 A992 29000 11154 0.3 0.65 0.49 50000 1.1 65000 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36000 1.5 58000 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50000 1.1 65000 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42000 1.4 58000 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46000 1.4 58000 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46000 1.4 62000 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50000 1.4 62000 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35000 1.6 60000 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50000 1.4 65000 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65000 1.1 80000 1.1 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 VM 1 VMA1 VMA3 PIPE_2.0 Column Pipe A53 Gr.B Typical 2 HM1 HMT VMA1 L4X4X4 Beam Single Angle A36 Gr.36 Typical 3 HM2 HMB VMA3 L4X4X4 Beam Single Angle A36 Gr.36 Typical Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad]Y Rot [k-ft/rad]Z Rot [k-ft/rad] 1 HMT Reaction Reaction Reaction Reaction Reaction Reaction 2 HMB Reaction Reaction Reaction Reaction Reaction Reaction Node Coordinates Label X [in]Y [in]Z [in]Detach From Diaphragm 1 VMA1 3 48 0 2 VMA2 3 0 0 3 VMA3 3 -48 0 4 HMT -28 48 0 5 HMB -28 -48 0 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed 1 DEAD LOAD DL -1 1 2 WIND (N)WL 1 3 3 WIND (T)WL 1 3 4 SEISMIC (T)EL 5 SEISMIC (N)EL Load Combinations Description Solve P-Delta BLC Factor BLC Factor 1 LC1 Yes Y 1 1.4 2 LC2 (N)Yes Y 1 1.2 2 1 3 LC2 (T)Yes Y 1 1.2 3 1 4 LC3 (N)Y 1 1.2 5 1 5 LC3 (T)Y 1 1.2 4 1 T-MOBILE LA02034A 14 of 28 Company Designer Job Number Model Name : : : : Gomez Construction Services George Gomez 22-116 Monopine Checked By : __________ 10/14/2024 5:12:52 PM RISA-3D Version 21 [ antenna mount.r3d ]Page 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 0 HMT max 252.851 2 154.716 1 268.644 3 0 1 11.708 2 299.154 1 1 min -33.669 3 -98.42 2 0 1 -21.563 3 -651.619 3 74.478 2 2 HMB max 282.149 2 363.618 2 266.356 3 21.571 3 -0.019 1 438.942 2 3 min 17.454 1 133.135 3 0 2 -0.006 2 -646.377 3 183.079 3 4 Totals:max 535 2 309.397 1 535 3 5 min 0 3 265.198 2 0 2 Envelope Member Section Forces Member Sec Axial[lb]LC y Shear[lb]LC z Shear[lb]LC Torque[lb-ft]LC y-y Moment[lb-ft]LC z-z Moment[lb-ft]LC 0 VM 1 1 max 118.779 2 33.669 3 0 1 0.001 1 21.563 3 134.675 3 1 min -130.964 1 -220.713 2 -234.949 3 -11.933 2 0 1 -354.631 2 2 2 max 127.109 2 33.669 3 0 1 0.001 1 0.004 2 67.337 3 3 min -121.245 1 -195.513 2 -209.749 3 -11.933 2 -423.135 3 34.907 1 4 3 max 326.599 2 200.288 2 184.551 3 0.001 1 0.002 2 427.422 2 5 min -111.527 1 17.454 1 -0.002 2 -11.933 2 -817.433 3 -0.001 3 6 4 max 334.929 2 225.488 2 209.751 3 0.001 1 0 1 1.646 2 7 min 104.446 3 17.454 1 -0.002 2 -11.933 2 -423.131 3 -67.34 3 8 5 max 343.259 2 250.688 2 234.951 3 0.001 1 21.571 3 -69.814 1 9 min 112.776 3 17.454 1 -0.002 2 -11.933 2 -0.006 2 -474.531 2 10 HM1 1 max 252.851 2 154.703 1 268.576 3 0 1 -44.385 2 211.547 1 11 min -33.669 3 -98.267 2 -0.008 1 -21.563 3 -588.091 3 -333.438 3 12 2 max 244.714 2 148.765 1 260.438 3 0 1 -90.384 2 142.251 1 13 min -33.669 3 -103.357 2 -0.008 1 -21.563 3 -408.172 3 -271.77 3 14 3 max 236.576 2 142.827 1 252.301 3 0 1 -75.654 1 155.422 2 15 min -33.669 3 -108.447 2 -0.008 1 -21.563 3 -234.293 3 -211.494 3 16 4 max 228.439 2 136.889 1 244.163 3 0 1 -11.789 1 206.149 2 17 min -33.669 3 -113.536 2 -0.008 1 -21.563 3 -189.353 2 -152.61 3 18 5 max 220.301 2 130.951 1 236.026 3 0 1 95.342 3 259.2 2 19 min -33.669 3 -118.626 2 -0.008 1 -21.563 3 -242.325 2 -95.118 3 20 HM2 1 max 282.149 2 363.782 2 266.424 3 21.571 3 -211.533 1 301.755 2 21 min 17.454 1 133.182 3 0.008 1 -0.006 2 -586.513 3 -327.602 3 22 2 max 274.011 2 358.692 2 258.287 3 21.571 3 -142.24 1 142.22 1 23 min 17.454 1 128.092 3 0.008 1 -0.006 2 -407.044 3 -267.45 3 24 3 max 265.874 2 353.602 2 250.149 3 21.571 3 8.701 2 75.647 1 25 min 17.454 1 123.003 3 0.008 1 -0.006 2 -233.616 3 -208.689 3 26 4 max 257.736 2 348.513 2 242.012 3 21.571 3 169.066 2 11.785 1 27 min 17.454 1 117.913 3 0.008 1 -0.006 2 -66.228 3 -186.034 2 28 5 max 249.599 2 343.423 2 233.874 3 21.571 3 327.107 2 -49.365 1 29 min 17.454 1 112.823 3 0.008 1 -0.006 2 49.367 1 -343.981 2 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 0 VM 1 PIPE_2.0 0.44 48 3 0.033 96 2 14916.096 32130 1871.625 1871.625 1 H1-1b 1 HM1 L4X4X4 0.238 0 3 0.077 0 z 3 48608.233 62532 3137.597 6714.886 1.412 H2-1 2 HM2 L4X4X4 0.236 0 3 0.077 0 z 3 48608.233 62532 3137.597 6714.886 1.407 H2-1 T-MOBILE LA02034A 15 of 28 T-MOBILE LA02034A 16 of 28 Steel Base Plate LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 DESCRIPTION:BASE PLATE Project File: 24-209.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per AISC Design Guide # 1, IBC 2021, ASCE 7-16, AISC 360-16 Load Combination Set : ASCE 7-16 General Information Material Properties Load Resistance Factor Design Concrete Support f'c 2.50 ksi Nominal Bearing Fp per J8 2.125 ksi : LRFD Resistance Factor)c 0.65 Steel Plate Fy =36 ksi Assumed Bearing Area :Full Bearing = AISC Design Method Column Properties Steel Section :Pipe3STD Depth 0.201 in in in^22.073.5 Area Width along "X"12 in Length along "Z'12 in Support Dimensions Column assumed welded to base plate. Width 3.5 in Flange Thickness Ixx 2.85 in^4 2.85 in^4 Web Thickness in Plate Dimensions N : Length 12 in B : Width 12 in Thickness 0.50 in 0 Iyy Column & Plate Applied Loads 0.370 2.220 " P " = Gravity load, "+" sign is downward. k k P-Y k k k k k "+" Moments create higher soil pressure at +Z edge. M-X k-ft k-ft k-ft k-ft k-ft k-ft k-ft V-Z D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake k H : Lateral Earth k k k k k k "+" Shears push plate towards +Z edge. Anchor Bolts 5/8 HILTI KB-TZ2 2 1 Anchor Bolt or Rod Description Number of Bolts in each Row................... k Number of Bolt Rows........................ Max of Tension or Pullout Capacity........... Shear Capacity.........................................k 1.125 inEdge distance : bolt to plate................... T-MOBILE LA02034A 17 of 28 Steel Base Plate LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 DESCRIPTION:BASE PLATE Project File: 24-209.ec6 Project Title: Engineer: Project ID: Project Descr: GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Fp : Allowable :1.381 ksi Bearing Stress OK Bearing Stress Ratio 0.687 fu : Max. Plate Bearing Stress ....1.381 ksi Design Method Load Resistance Factor Design +0.50W Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts Design Plate Size 1'-0" x 1'-0" x 0 -1/2" Pu : Axial .........0.000 k Mu : Moment ........0.000 k-ft Mu : Max. Moment .....................0.927 k-in Governing Load Combination fb : Max. Bending Stress ...............22.254 ksi Fb : Allowable : Fy * Phi 32.400 ksi Bending Stress OK Bending Stress Ratio 1.000 Governing STRESS RATIO1.0 Axial Load Only, No MomentLoad Comb. : Loading Bearing Stresses Pu : Axial .........0.000 k A1 : Plate Area .........144.000 in^2 A2: Support Area ..................144.000 in^2 sqrt( A2/A1 )1.000 Fp : Allowable ...............................1.381 ksi fb : Actual ................................ Distance for Moment Calculation Stress Ratio .....................0.000 " m " .....................4.600 in Design Plate Width .........12.000 in Stress Ratio .......................0.000 X ..............................0.000 in^2 Lambda ......................0.000 n' ........................................0.010 in n' * Lambda ..................................0.000 in fu : Max. Bearing Pressure 0.000 ksi ksi L = max(m, n, n'') .........................4.600 in Will be different from entry if partial bearing used.Plate Bending Stresses Design Plate Height .........12.000 in " n " .....................4.600 in Mmax = Fu * L^2 / 2 ...................0.000 k-in on 1" strip) Fb : Allowable ..............................32.400 ksi 0.000 Axial Load + Moment, Ecc. > L/2Load Comb. : +0.50W Loading Pu : Axial .........0.000 k A1 : Plate Area .........144.000 in^2 Bearing Stresses A2 : Support Area .....................144.000 in^2 sqrt( A2/A1 )1.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................1.381 ksi Mu : Moment ........1.110 k-ft 0.000 k "A" : Bearing Length 0.148 Plate Moment from Bolt Tension .......0.356 k-in 0.467 k-in on 1" strip) fb : Actual ................................11.199 ksi Mmax .......................................... Mpl : Plate Moment 0.039 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.346 Eccentricity ........................133200.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . . Tension per Bolt ..........................0.615 k Tension : Allowable .................... in Dist. from Bolt to Col. Edge .............3.475 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....12.000 in max(m, n)4.600 in T-MOBILE LA02034A 18 of 28 Steel Base Plate LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 DESCRIPTION:BASE PLATE Project File: 24-209.ec6 Project Title: Engineer: Project ID: Project Descr: Axial Load + Moment, Ecc. > L/2Load Comb. : W Only Loading Pu : Axial .........0.000 k A1 : Plate Area .........144.000 in^2 Bearing Stresses A2 : Support Area .....................144.000 in^2 sqrt( A2/A1 )1.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................1.381 ksi Mu : Moment ........2.220 k-ft 0.000 k "A" : Bearing Length 0.298 Plate Moment from Bolt Tension .......0.716 k-in 0.927 k-in on 1" strip) fb : Actual ................................22.254 ksi Mmax .......................................... Mpl : Plate Moment 0.077 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.687 Eccentricity ........................266400.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . . Tension per Bolt ..........................1.236 k Tension : Allowable .................... in Dist. from Bolt to Col. Edge .............3.475 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....12.000 in max(m, n)4.600 in T-MOBILE LA02034A 19 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 1 10/15/2024 Specifier's comments: 1 Input data Anchor type and diameter: HDI-TZ 5/8 Item number: 2351769 HDI-TZ 5/8" Specification text: Hilti HDI-TZ flush anchor with 3.25 in embedment, 5/8, Carbon steel, installation per ESR-4236 Effective embedment depth: hef,act = 3.000 in., hnom = 3.250 in. Material: ASTM A 36 Evaluation Service Report: ESR-4236 Issued I Valid: 5/1/2024 | 7/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 12.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: Steel pipe, PIPE4STD; (L x W x T) = 4.500 in. x 4.500 in. x 0.237 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] T-MOBILE LA02034A 20 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 2 10/15/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = -370; Mx = 26,640; My = 0; Mz = 0; yes 50 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 92 0 -92 2 0 92 0 -92 3 1,309 92 0 -92 4 1,309 92 0 -92 Max. concrete compressive strain: 0.05 [‰] Max. concrete compressive stress: 208 [psi] Resulting tension force in (x/y)=(0.000/4.875): 2,618 [lb] Resulting compression force in (x/y)=(0.000/-5.300): 2,618 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*1,309 7,965 17 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,618 5,320 50 OK * highest loaded anchor **anchor group (anchors in tension) T-MOBILE LA02034A 21 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 3 10/15/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4236 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.23 72,524 Calculations Nsa [lb] 12,254 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 12,254 0.650 7,965 1,309 T-MOBILE LA02034A 22 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 4 10/15/2024 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 3.000 0.000 0.000 ∞1.000 cac [in.]kc l a f' c [psi] 12.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 162.00 81.00 1.000 1.000 1.000 1.000 5,456 Results Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb] 10,912 0.650 0.750 1.000 5,320 2,618 T-MOBILE LA02034A 23 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 5 10/15/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*92 3,159 3 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**370 30,553 2 OK Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4236 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.23 72,524 0.716 Calculations Vsa,eq [lb] 5,265 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 5,265 0.600 1.000 3,159 92 T-MOBILE LA02034A 24 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 6 10/15/2024 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 3.000 0.000 0.000 ∞ y c,N cac [in.]kc l a f' c [psi] 1.000 12.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 324.00 81.00 1.000 1.000 1.000 1.000 5,456 Results Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb] 43,648 0.700 1.000 1.000 30,553 370 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.492 0.029 5/3 31 OK bNV = bz N + bz V <= 1 T-MOBILE LA02034A 25 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 7 10/15/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. • This anchor can only be used for the support of non structural elements Fastening meets the design criteria! T-MOBILE LA02034A 26 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 8 10/15/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -4.875 -4.875 ---- 2 4.875 -4.875 ---- 3 -4.875 4.875 ---- 4 4.875 4.875 ---- 7 Installation data Anchor type and diameter: HDI-TZ 5/8 Profile: Steel pipe, PIPE4STD; (L x W x T) = 4.500 in. x 4.500 in. x 0.237 in. Item number: 2351769 HDI-TZ 5/8" Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 250 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.844 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.000 in. Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti HDI-TZ flush anchor with 3.25 in embedment, 5/8, Carbon steel, installation per ESR-4236 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Drop-in anchor hand-setting or machine-setting tool • Torque wrench • Hammer T-MOBILE LA02034A 27 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 9 10/15/2024 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. T-MOBILE LA02034A 28 of 28 4430 E. Miraloma Ave. Suite D Anaheim, California 92807 LA02034A (L700 4X2 + ANCHOR) SC034 PBRE SANTA ANA 5117 ¾ W. First St, #WCC01 Santa Ana, CA 92703 Prepared for STRUCTURAL CALCULATIONS Mount Analysis By October 14, 2024 24310 MOULTON PKWY. SUITE 0 #1009 LAGUNA HILLS, CA. 92637 coastal business group, inc. George Gomez, P.E. C VI C 92845 EORGE GOME REGISTERED PROFESSIONALENGINEER STATE OF CAL IFORNIAIL ZG Design Criteria I. Applicable Codes -California Building Code (CBC) 2022 -ASCE 7-16 -TIA 222-H -AISC 360-16 -AISC 341-16 -ACI 318-19 II. Scope of Work This project consists of replacing existing antennas with new antennas. All antennas will be mounted onto new antenna mounts attached to an existing frp screen and a new steel H-frame. New Antenna Equipment (see architectural plans for quantities and locations): 1. ERICSSON AIR6419 B41 2. APXVAALL18 43-U-NA20 3. RRUS 4480 B71+B85 4. RRUS 4460 B25+B66 III. Structural Assessment Mount Stress Level with Proposed Equipment 44.0% PASS New H-FRAME 68.7% PASS IV. Provisions of Analysis & Disclaimer Our structural calculations are completed assuming all information provided to us is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition of “like new” and all members, connections, anchors, and surfaces 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, the Engineer of record should be notified immediately to complete a revised evaluation. T-MOBILE LA02034A 1 of 28 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Coordinates:33.745363, -117.936584 Elevation:68 ft Timestamp:2024-10-14T23:40:03.418Z Hazard Type:Seismic Reference Document:ASCE7-16 Risk Category:III Site Class:D-default Basic Parameters Name Value Description SS 1.333 MCER ground motion (period=0.2s) S1 0.475 MCER ground motion (period=1.0s) SMS 1.6 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.067 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.92 Coefficient of risk (0.2s) CR1 0.921 Coefficient of risk (1.0s) PGA 0.57 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.684 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.333 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.449 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.946 Factored deterministic acceleration value (0.2s) S1RT 0.475 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.516 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.672 Factored deterministic acceleration value (1.0s) PGAd 0.798 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. 68 ft Map data ©2024 Google Report a map error 10/14/24, 4:40 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.745363&lng=-117.936584&address=1/2 T-MOBILE LA02034A 2 of 28 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Coordinates:33.745363, -117.936584 Elevation:68 ft Timestamp:2024-10-14T23:39:13.095Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 66 mph MRI 25-Year 71 mph MRI 50-Year 76 mph MRI 100-Year 81 mph Risk Category I 89 mph Risk Category II 95 mph Risk Category III 102 mph Risk Category IV 106 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 68 ft Map data ©2024 Google Report a map error 10/14/24, 4:39 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.745363&lng=-117.936584&address=1/1 T-MOBILE LA02034A 3 of 28 T-MOBILE LA02034A 4 of 28 ANTENNA MOUNTS SECTOR 'A' 0° SECTOR 'B' 120° SECTOR 'C' 240° (N) ANTENNA & CABLE SCHEDULE project by CASA location date 10/14/2024 client job no. 24-209 Seismic Ground Motion Values SDS =1.067 III Table 1.5-1 SD1 =0.579 D § 11.4.3 D Table 11.6-1 Seismic Design Force Wpequip.(lb)Wpmounts(lb)ap Rp Ip 1+2(z/h)Ω 55.4 0 1.0 2.5 1.25 3.0 1.0 111.7 0 1.0 2.5 1.25 3.0 1.0 93.1 0 1.0 2.5 1.25 3.0 1.0 113.8 0 1.0 2.5 1.25 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 0.0 0 1.0 2.5 1.0 3.0 1.0 Fp min (lb)Fp (lb)Fp max (lb)ΩFp ELat (lb)+/- EVert (lb) 22.2 35.5 118.2 35.5 35.5 11.8 44.7 71.5 238.4 71.5 71.5 23.8 37.3 59.6 198.7 59.6 59.6 19.9 45.5 72.9 242.8 72.9 72.9 24.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Seismic Coefficients from Table 13.6-1 RRUS 4480 B71+B85 RRUS 4460 B25+B66 Seismic Loads Table 0 0 Item ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 RRUS 4480 B71+B85 Item LA02034A 5117 3/4 W. FIRST ST CBG Risk Category Site Class SDC Seismic Demands on Nonstructural Components ASCE 7-16 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H RRUS 4460 B25+B66 0 0 0 0 0 ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 0 0 0 0 0 0 0 0 0 0 0 T-MOBILE LA02034A 5 of 28 project by CASA location date 10/14/2024 client job no. 24-209 LA02034A 5117 3/4 W. FIRST ST CBG FA =q z*G h*(EPA)A Wind Force (§2.6.11.2)qz*Gh*Ka*Ca =41.4 lb Gh Gust effect factor from §2.6.9 Gh =1 (EPA)A =K a*C a*A p Ka Effective projected area coefficient from §2.6.11.2 Ka =1.0 Ap Effective projected area qh, qz =0.00256 *K z*K zt*K s*K d*K e*V 2 qz =29.6 psf Kz Velocity pressure exposure coeff. Defined in §2.6.5.2 Kz =1.01 Kzt Topographic factor defined in §2.6.6.2 Kzt =1.0 Ks Rooftop wind speed-up factor from §2.6.7 Ks =1.1 Kd Wind directionality factor from Table 2-2 Kd =1 Ke Ground elevation factor defined in §2.6.8 Ke =1.0 V Basic wind speed V =102 mph Ca Net force coeff. From Table 2-9 Ca =1.4 0.017453293 h (in) w (in) t (in)Ap (ft2) @ 0o Ap (ft2) @ 30o Ap (ft2) @ 60o Ap (ft2) @ 90o 31.1 16.1 7.3 3.48 3.80 3.10 1.58 72.0 24.0 8.5 12.00 12.52 9.68 4.25 21.8 15.7 7.5 2.38 2.63 2.17 1.14 19.6 15.7 12.1 2.14 2.67 2.49 1.65 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 0.00 FA (lb) @ 60o FA (lb) @ 90o FA Max (lb) 128.6 65.3 157.4 401.0 176.1 518.6 90.0 47.0 108.8 103.4 68.2 110.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 FA (lb) @ 30o 157.4 518.6 108.8 FA (lb) @ 0o 144.0 497.1 0.0 0.0 0.0 0.0 98.5 88.5 Wind Effective Projected Areas Wind Loads Table 0 0 0 0 0 0.0 RRUS 4460 B25+B66 Item Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H Design Wind Loads TIA-222-H *Per §16.6 Wind shall be considered to occur from directions in 30 degree maximum increments around a mounting system and shall include directions normal and parallel to the face of mount. 0.0 0.0 0.0 0.0 0.0 0 0.0 0 0.0 110.8 0.0 0.0 APXVAALL18 43-U-NA20 RRUS 4480 B71+B85 Item ERICSSON AIR6419 B41 0 RRUS 4460 B25+B66 0.0 0.0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 RRUS 4480 B71+B85 T-MOBILE LA02034A 6 of 28 project by CASA location date 10/14/2024 client job no. 24-209 LA02034A 5117 3/4 W. FIRST ST CBG Wp (lb) 55.4 111.7 93.1 113.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DL ELat EVert W L LC1 1.4 0 0 0 0 LC2 1.2 0 0 1 0 LC3 1.2 1 1 0 0 Total Vert Total Horiz Total Vert Total Horiz Total Vert(+Ev)Total Horiz Vertical Horizontal 77.6 0.0 66.5 157.4 78.3 35.5 78.3 157.4 156.4 0.0 134.0 518.6 157.9 71.5 157.9 518.6 130.3 0.0 111.7 108.8 131.6 59.6 131.6 108.8 159.3 0.0 136.6 110.8 160.8 72.9 160.8 110.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 ELat (lb) 35.5 59.6 72.9 0.0 LRFD Load Combinations 0.0 0.0 RRUS 4480 B71+B85 Load Case 1 Load Case 2 Load Case 3 Factored Design Forces (lb) ERICSSON AIR6419 B41 APXVAALL18 43-U-NA20 RRUS 4460 B25+B66 0 0 0 0 0 Factored Loads 0 0.0 0.0 0.0 ERICSSON AIR6419 B41 RRUS 4480 B71+B85 0 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H Design Loads Summary Seismic Forces Wind Forces 0.0 0.0 0.0 110.8 518.6 0 0 Item FA Max. (lb) 157.4 0.0 0.0 +/- Evert (lb) 11.8 19.9 24.3 0.0 0.0 0.0 0.0 0.0 0.0 *Max Wind and Seismic forces will be analyzed in each orthogonal direction for each component. The worst case appurtenance loading will be used for the (E) mount structure. 0 0.0 0.0 0.0 0.0 RRUS 4460 B25+B66 0 APXVAALL18 43-U-NA20 71.5 23.8 108.8 T-MOBILE LA02034A 7 of 28 project by CASA location date 10/14/2024 client job no. 24-209 LA02034A 5117 3/4 W. FIRST ST CBG Ecc T1 Fh d V Fv T2 Fh (lb) Fv (lb)Ecc (in) d (in)T1 (lb) gov.V (lb) Stress % 157.4 78.3 12 31.1 108.9 39.2 2.75%OK 518.6 157.9 12 72.0 285.6 78.9 6.54%OK 108.8 131.6 12 21.8 126.8 65.8 3.78%OK 110.8 160.8 12 19.6 153.9 80.4 4.60%OK 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! 0.0 0.0 12 0.0 #DIV/0!0.0 #DIV/0!#DIV/0! FU=60.0 ksi Bolt Diameter=0.5 in Max V=0.080 kip Max T=0.286 kip Φ (Resistance Factor) =0.75 Ab =0.196 in^2 Fnv =24 ksi (A307) Fnt =45 ksi (A307) fv = Vu bolt / Ab =0.4 ksi Vallow = Φ Fnv Ab =3.5 kip >0.080 kip OK Tallow = Φ Fnt Ab =6.6 kip >0.286 kip OK Combined Shear and Tension: F'nt = 1.3F'nt -(Fnt x fv)/ΦFnv < Fnt =58.0 kip <45 kip =45 kip Rn = F'nt x Ab =8.836 kip ΦRn = F'nt x Ab =6.627 kip >0.286 kip OK RRUS 4460 B25+B66 0 0 0 0 0 1/2" ø A-307 U-Bolt @ Top & Bottom Appurtenance Anchorage 0 0 0 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H ERICSSON AIR6419 B41 RRUS 4480 B71+B85 APXVAALL18 43-U-NA20 0 T-MOBILE LA02034A 8 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-2 Oct 14, 2024 at 05:08 PM antenna mount.r3d T-MOBILE LA02034A 9 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-3 Oct 14, 2024 at 05:09 PM antenna mount.r3d T-MOBILE LA02034A 10 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-4 Oct 14, 2024 at 05:09 PM antenna mount.r3d T-MOBILE LA02034A 11 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-5 Oct 14, 2024 at 05:09 PM antenna mount.r3d T-MOBILE LA02034A 12 of 28 Gomez Construction Servi… George Gomez 22-116 Monopine SK-7 Oct 14, 2024 at 05:11 PM antenna mount.r3d T-MOBILE LA02034A 13 of 28 Company Designer Job Number Model Name : : : : Gomez Construction Services George Gomez 22-116 Monopine Checked By : __________ 10/14/2024 5:12:52 PM RISA-3D Version 21 [ antenna mount.r3d ]Page 1 Hot Rolled Steel Properties Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [psi]Ry Fu [psi]Rt 1 A992 29000 11154 0.3 0.65 0.49 50000 1.1 65000 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36000 1.5 58000 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50000 1.1 65000 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42000 1.4 58000 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46000 1.4 58000 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46000 1.4 62000 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50000 1.4 62000 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35000 1.6 60000 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50000 1.4 65000 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65000 1.1 80000 1.1 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 VM 1 VMA1 VMA3 PIPE_2.0 Column Pipe A53 Gr.B Typical 2 HM1 HMT VMA1 L4X4X4 Beam Single Angle A36 Gr.36 Typical 3 HM2 HMB VMA3 L4X4X4 Beam Single Angle A36 Gr.36 Typical Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]X Rot [k-ft/rad]Y Rot [k-ft/rad]Z Rot [k-ft/rad] 1 HMT Reaction Reaction Reaction Reaction Reaction Reaction 2 HMB Reaction Reaction Reaction Reaction Reaction Reaction Node Coordinates Label X [in]Y [in]Z [in]Detach From Diaphragm 1 VMA1 3 48 0 2 VMA2 3 0 0 3 VMA3 3 -48 0 4 HMT -28 48 0 5 HMB -28 -48 0 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed 1 DEAD LOAD DL -1 1 2 WIND (N)WL 1 3 3 WIND (T)WL 1 3 4 SEISMIC (T)EL 5 SEISMIC (N)EL Load Combinations Description Solve P-Delta BLC Factor BLC Factor 1 LC1 Yes Y 1 1.4 2 LC2 (N)Yes Y 1 1.2 2 1 3 LC2 (T)Yes Y 1 1.2 3 1 4 LC3 (N)Y 1 1.2 5 1 5 LC3 (T)Y 1 1.2 4 1 T-MOBILE LA02034A 14 of 28 Company Designer Job Number Model Name : : : : Gomez Construction Services George Gomez 22-116 Monopine Checked By : __________ 10/14/2024 5:12:52 PM RISA-3D Version 21 [ antenna mount.r3d ]Page 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 0 HMT max 252.851 2 154.716 1 268.644 3 0 1 11.708 2 299.154 1 1 min -33.669 3 -98.42 2 0 1 -21.563 3 -651.619 3 74.478 2 2 HMB max 282.149 2 363.618 2 266.356 3 21.571 3 -0.019 1 438.942 2 3 min 17.454 1 133.135 3 0 2 -0.006 2 -646.377 3 183.079 3 4 Totals:max 535 2 309.397 1 535 3 5 min 0 3 265.198 2 0 2 Envelope Member Section Forces Member Sec Axial[lb]LC y Shear[lb]LC z Shear[lb]LC Torque[lb-ft]LC y-y Moment[lb-ft]LC z-z Moment[lb-ft]LC 0 VM 1 1 max 118.779 2 33.669 3 0 1 0.001 1 21.563 3 134.675 3 1 min -130.964 1 -220.713 2 -234.949 3 -11.933 2 0 1 -354.631 2 2 2 max 127.109 2 33.669 3 0 1 0.001 1 0.004 2 67.337 3 3 min -121.245 1 -195.513 2 -209.749 3 -11.933 2 -423.135 3 34.907 1 4 3 max 326.599 2 200.288 2 184.551 3 0.001 1 0.002 2 427.422 2 5 min -111.527 1 17.454 1 -0.002 2 -11.933 2 -817.433 3 -0.001 3 6 4 max 334.929 2 225.488 2 209.751 3 0.001 1 0 1 1.646 2 7 min 104.446 3 17.454 1 -0.002 2 -11.933 2 -423.131 3 -67.34 3 8 5 max 343.259 2 250.688 2 234.951 3 0.001 1 21.571 3 -69.814 1 9 min 112.776 3 17.454 1 -0.002 2 -11.933 2 -0.006 2 -474.531 2 10 HM1 1 max 252.851 2 154.703 1 268.576 3 0 1 -44.385 2 211.547 1 11 min -33.669 3 -98.267 2 -0.008 1 -21.563 3 -588.091 3 -333.438 3 12 2 max 244.714 2 148.765 1 260.438 3 0 1 -90.384 2 142.251 1 13 min -33.669 3 -103.357 2 -0.008 1 -21.563 3 -408.172 3 -271.77 3 14 3 max 236.576 2 142.827 1 252.301 3 0 1 -75.654 1 155.422 2 15 min -33.669 3 -108.447 2 -0.008 1 -21.563 3 -234.293 3 -211.494 3 16 4 max 228.439 2 136.889 1 244.163 3 0 1 -11.789 1 206.149 2 17 min -33.669 3 -113.536 2 -0.008 1 -21.563 3 -189.353 2 -152.61 3 18 5 max 220.301 2 130.951 1 236.026 3 0 1 95.342 3 259.2 2 19 min -33.669 3 -118.626 2 -0.008 1 -21.563 3 -242.325 2 -95.118 3 20 HM2 1 max 282.149 2 363.782 2 266.424 3 21.571 3 -211.533 1 301.755 2 21 min 17.454 1 133.182 3 0.008 1 -0.006 2 -586.513 3 -327.602 3 22 2 max 274.011 2 358.692 2 258.287 3 21.571 3 -142.24 1 142.22 1 23 min 17.454 1 128.092 3 0.008 1 -0.006 2 -407.044 3 -267.45 3 24 3 max 265.874 2 353.602 2 250.149 3 21.571 3 8.701 2 75.647 1 25 min 17.454 1 123.003 3 0.008 1 -0.006 2 -233.616 3 -208.689 3 26 4 max 257.736 2 348.513 2 242.012 3 21.571 3 169.066 2 11.785 1 27 min 17.454 1 117.913 3 0.008 1 -0.006 2 -66.228 3 -186.034 2 28 5 max 249.599 2 343.423 2 233.874 3 21.571 3 327.107 2 -49.365 1 29 min 17.454 1 112.823 3 0.008 1 -0.006 2 49.367 1 -343.981 2 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 0 VM 1 PIPE_2.0 0.44 48 3 0.033 96 2 14916.096 32130 1871.625 1871.625 1 H1-1b 1 HM1 L4X4X4 0.238 0 3 0.077 0 z 3 48608.233 62532 3137.597 6714.886 1.412 H2-1 2 HM2 L4X4X4 0.236 0 3 0.077 0 z 3 48608.233 62532 3137.597 6714.886 1.407 H2-1 T-MOBILE LA02034A 15 of 28 T-MOBILE LA02034A 16 of 28 370# Mbase = 370# x 6ft = 2220#-ft Vbase = 370# Py= 223# 223# Steel Base Plate LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 DESCRIPTION:BASE PLATE Project File: 24-209.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per AISC Design Guide # 1, IBC 2021, ASCE 7-16, AISC 360-16 Load Combination Set : ASCE 7-16 General Information Material Properties Load Resistance Factor Design Concrete Support f'c 2.50 ksi Nominal Bearing Fp per J8 2.125 ksi : LRFD Resistance Factor)c 0.65 Steel Plate Fy =36 ksi Assumed Bearing Area :Full Bearing = AISC Design Method Column Properties Steel Section :Pipe3STD Depth 0.201 in in in^22.073.5 Area Width along "X"12 in Length along "Z'12 in Support Dimensions Column assumed welded to base plate. Width 3.5 in Flange Thickness Ixx 2.85 in^4 2.85 in^4 Web Thickness in Plate Dimensions N : Length 12 in B : Width 12 in Thickness 0.50 in 0 Iyy Column & Plate Applied Loads 0.370 2.220 " P " = Gravity load, "+" sign is downward. k k P-Y k k k k k "+" Moments create higher soil pressure at +Z edge. M-X k-ft k-ft k-ft k-ft k-ft k-ft k-ft V-Z D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake k H : Lateral Earth k k k k k k "+" Shears push plate towards +Z edge. Anchor Bolts 5/8 HILTI KB-TZ2 2 1 Anchor Bolt or Rod Description Number of Bolts in each Row................... k Number of Bolt Rows........................ Max of Tension or Pullout Capacity........... Shear Capacity.........................................k 1.125 inEdge distance : bolt to plate................... T-MOBILE LA02034A 17 of 28 Steel Base Plate LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 DESCRIPTION:BASE PLATE Project File: 24-209.ec6 Project Title: Engineer: Project ID: Project Descr: GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Fp : Allowable :1.381 ksi Bearing Stress OK Bearing Stress Ratio 0.687 fu : Max. Plate Bearing Stress ....1.381 ksi Design Method Load Resistance Factor Design +0.50W Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts Design Plate Size 1'-0" x 1'-0" x 0 -1/2" Pu : Axial .........0.000 k Mu : Moment ........0.000 k-ft Mu : Max. Moment .....................0.927 k-in Governing Load Combination fb : Max. Bending Stress ...............22.254 ksi Fb : Allowable : Fy * Phi 32.400 ksi Bending Stress OK Bending Stress Ratio 1.000 Governing STRESS RATIO1.0 Axial Load Only, No MomentLoad Comb. : Loading Bearing Stresses Pu : Axial .........0.000 k A1 : Plate Area .........144.000 in^2 A2: Support Area ..................144.000 in^2 sqrt( A2/A1 )1.000 Fp : Allowable ...............................1.381 ksi fb : Actual ................................ Distance for Moment Calculation Stress Ratio .....................0.000 " m " .....................4.600 in Design Plate Width .........12.000 in Stress Ratio .......................0.000 X ..............................0.000 in^2 Lambda ......................0.000 n' ........................................0.010 in n' * Lambda ..................................0.000 in fu : Max. Bearing Pressure 0.000 ksi ksi L = max(m, n, n'') .........................4.600 in Will be different from entry if partial bearing used.Plate Bending Stresses Design Plate Height .........12.000 in " n " .....................4.600 in Mmax = Fu * L^2 / 2 ...................0.000 k-in on 1" strip) Fb : Allowable ..............................32.400 ksi 0.000 Axial Load + Moment, Ecc. > L/2Load Comb. : +0.50W Loading Pu : Axial .........0.000 k A1 : Plate Area .........144.000 in^2 Bearing Stresses A2 : Support Area .....................144.000 in^2 sqrt( A2/A1 )1.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................1.381 ksi Mu : Moment ........1.110 k-ft 0.000 k "A" : Bearing Length 0.148 Plate Moment from Bolt Tension .......0.356 k-in 0.467 k-in on 1" strip) fb : Actual ................................11.199 ksi Mmax .......................................... Mpl : Plate Moment 0.039 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.346 Eccentricity ........................133200.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . . Tension per Bolt ..........................0.615 k Tension : Allowable .................... in Dist. from Bolt to Col. Edge .............3.475 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....12.000 in max(m, n)4.600 in T-MOBILE LA02034A 18 of 28 Steel Base Plate LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 DESCRIPTION:BASE PLATE Project File: 24-209.ec6 Project Title: Engineer: Project ID: Project Descr: Axial Load + Moment, Ecc. > L/2Load Comb. : W Only Loading Pu : Axial .........0.000 k A1 : Plate Area .........144.000 in^2 Bearing Stresses A2 : Support Area .....................144.000 in^2 sqrt( A2/A1 )1.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................1.381 ksi Mu : Moment ........2.220 k-ft 0.000 k "A" : Bearing Length 0.298 Plate Moment from Bolt Tension .......0.716 k-in 0.927 k-in on 1" strip) fb : Actual ................................22.254 ksi Mmax .......................................... Mpl : Plate Moment 0.077 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.687 Eccentricity ........................266400.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . . Tension per Bolt ..........................1.236 k Tension : Allowable .................... in Dist. from Bolt to Col. Edge .............3.475 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....12.000 in max(m, n)4.600 in T-MOBILE LA02034A 19 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 1 10/15/2024 Specifier's comments: 1 Input data Anchor type and diameter: HDI-TZ 5/8 Item number: 2351769 HDI-TZ 5/8" Specification text: Hilti HDI-TZ flush anchor with 3.25 in embedment, 5/8, Carbon steel, installation per ESR-4236 Effective embedment depth: hef,act = 3.000 in., hnom = 3.250 in. Material: ASTM A 36 Evaluation Service Report: ESR-4236 Issued I Valid: 5/1/2024 | 7/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plateR : lx x ly x t = 12.000 in. x 12.000 in. x 0.250 in.; (Recommended plate thickness: not calculated) Profile: Steel pipe, PIPE4STD; (L x W x T) = 4.500 in. x 4.500 in. x 0.237 in. Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. Installation: Hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] T-MOBILE LA02034A 20 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 2 10/15/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = -370; Mx = 26,640; My = 0; Mz = 0; yes 50 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 92 0 -92 2 0 92 0 -92 3 1,309 92 0 -92 4 1,309 92 0 -92 Max. concrete compressive strain: 0.05 [‰] Max. concrete compressive stress: 208 [psi] Resulting tension force in (x/y)=(0.000/4.875): 2,618 [lb] Resulting compression force in (x/y)=(0.000/-5.300): 2,618 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*1,309 7,965 17 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,618 5,320 50 OK * highest loaded anchor **anchor group (anchors in tension) T-MOBILE LA02034A 21 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 3 10/15/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4236 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.23 72,524 Calculations Nsa [lb] 12,254 Results Nsa [lb]f steel f Nsa [lb]Nua [lb] 12,254 0.650 7,965 1,309 T-MOBILE LA02034A 22 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 4 10/15/2024 3.2 Concrete Breakout Failure Ncbg = (ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N 3.000 0.000 0.000 ∞1.000 cac [in.]kc l a f' c [psi] 12.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 162.00 81.00 1.000 1.000 1.000 1.000 5,456 Results Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb] 10,912 0.650 0.750 1.000 5,320 2,618 T-MOBILE LA02034A 23 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 5 10/15/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*92 3,159 3 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**370 30,553 2 OK Concrete edge failure in direction **N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4236 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.23 72,524 0.716 Calculations Vsa,eq [lb] 5,265 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 5,265 0.600 1.000 3,159 92 T-MOBILE LA02034A 24 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 6 10/15/2024 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 3.000 0.000 0.000 ∞ y c,N cac [in.]kc l a f' c [psi] 1.000 12.000 21 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 324.00 81.00 1.000 1.000 1.000 1.000 5,456 Results Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb] 43,648 0.700 1.000 1.000 30,553 370 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.492 0.029 5/3 31 OK bNV = bz N + bz V <= 1 T-MOBILE LA02034A 25 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 7 10/15/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. • This anchor can only be used for the support of non structural elements Fastening meets the design criteria! T-MOBILE LA02034A 26 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 8 10/15/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -4.875 -4.875 ---- 2 4.875 -4.875 ---- 3 -4.875 4.875 ---- 4 4.875 4.875 ---- 7 Installation data Anchor type and diameter: HDI-TZ 5/8 Profile: Steel pipe, PIPE4STD; (L x W x T) = 4.500 in. x 4.500 in. x 0.237 in. Item number: 2351769 HDI-TZ 5/8" Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 250 in.lb Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.844 in. Recommended plate thickness: not calculated Hole depth in the base material: 3.000 in. Drilling method: Hammer drilled Minimum thickness of the base material: 6.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti HDI-TZ flush anchor with 3.25 in embedment, 5/8, Carbon steel, installation per ESR-4236 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Drop-in anchor hand-setting or machine-setting tool • Torque wrench • Hammer T-MOBILE LA02034A 27 of 28 www.hilti.com Hilti PROFIS Engineering 3.1.4 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | PLATE ON COLUMN Page: Specifier: E-Mail: Date: 9 10/15/2024 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. T-MOBILE LA02034A 28 of 28 4430 E. Miraloma Ave. Suite D Anaheim, California 92807 LA02034A (L700 4x2) SC034 PBRE Santa Ana 5117 West 1st. Street Santa Ana, California 92703 Prepared for Coastal Business Group, Inc. REVISED (Plancheck) STRUCTURAL CALCULATIONS Equipment Support By January 28, 2026 Project :TMobile LA02034A Page: 1 Design Methodology I.Scope of Work 1. Provide structural analysis for anchorage of the replacement battery Cabinet and power Cabinet on the existing slab on grade. II.Applicable codes ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings & Other Structures California Building Code (CBC), 2022 edition ACI 318-19, NDS '18, AISC 360-16, AISC 341-16, TMS 420-16, ACI 530-13 III.Structural Assessment 1. STRUCTURAL--77.1% stress level, PASS Project :TMobile LA02034A Page: 2 Anchorage analysis of proposed Cabinets:Ericsson RBS 6160 Ericsson RBS B160 Specifications: B160 (the heavier unit) w height =63.0 inches width =33.5 inches depth =25.6 inches h d Gravity Specifications Weight =1,879 lbs. d =26 in. (mounting hole distance) Miscellaneous Weight =21.0 lbs. Total gravity Load W D=1,900 lbs. Project :TMobile LA02034A Page: 3 Seismic Loading SDS =2.00 (maximum) IP =1.50 aP =1.00 RP =2.5 Fhorizontal = MAX { 0.3 SDS IP W, MIN [0.4 aP SDS IP (1+2z/h)/RP W, 1.6 SDS IP W] } = MAX { 0.9 W, MIN [ 1.44 W, 4.8 W ] } =1.44 W, strength load =1.03 W, service load =1,954 lbs., service load F vertical = 0.20SDSW p =760 lbs., strength load =543 lbs., service load Project :TMobile LA02034A Page: 4 Anchorage analysis of Equipment--Battery Cabinet Fhorizontal = 1,954 lbs. F vertical = 543 lbs.Fv W D =1,900 lbs. d =2.2 feet h/2 =3.5 feet Analyze Tension: T =2,858 lbs. Analyze Shear: V =1,954 lbs. Analyze Anchorage: T allowable = 2.386 K >1.43 K (§ 4.2.1)OK V allowable = 2.839 K >0.49 K (§ 4.2.1)OK t/T + v/V =0.771 ≤ 1.2 (§ 4-3)OK USE: Four (4) 5/8 inch diameter x 3-1/8 inch minimum embedment, 4 inch effective minimum embedment, Hilti Kwik Bolt TZ expansion anchors, (2) each side of unit (minimum), to attach unit to slab on grade, per ESR 1917. Special inspection is required. V V TC Wd Fh d h