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Home My WebLink About2333 3%4 N Broadway, Unit WCC01 - Plan1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 GN-1 1GENERAL NOTES & SPECIFICATIONS2ABBREVIATIONS & SYMBOLS 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 GN-2 3 FIRE DEPARTMENT 2 BATTERY NOTES BATTERY SPECIFICATIONS 1 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 T-1 UNDERGROUND SOUTHERN CALIFORNIA SERVICE ALERT OF 800-227-2600 SITE INFORMATION VICINITY MAP LOCAL MAP LOCATION MAPS PROJECT TEAM DRAWING INDEX DRIVING DIRECTIONS CODE COMPLIANCEDO NOT SCALE DRAWINGS PROJECT: 5G NR 1SR CBAND SITE TYPE: ROOFTOP (INDOOR) SITE ADDRESS: 2333 NORTH BROADWAY SANTA ANA, CA 92706 FA NUMBER: 10087174 USID NUMBER: 11698 PACE NUMBER: MRLOS080640/MRLOS079296/ MRLOS078913/MRLOS079909 PTN NUMBER: 3551A0YMVL SITE NUMBER: CLU3236/CLL03236 SITE NAME: SANTA ANA SI SI PROJECT DESCRIPTION CONSTRUCTION DRAWINGS · · · · · · · · · · · · · · · · · Bldg #101123288 APPROVALS: PLNG - C. Santana BLDG - CSG PUBLIC WORKS - Y. Soto 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-1 1SITE PLAN 15'30'60'1"=30'-0" SCALE: SA N T A A N A F W Y SECTOR 'B' 210° SECTOR 'C' 320° SA N T A A N A F W Y MA I N S T N B R O A D W A Y SECTOR 'A' 120° 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-2 1ROOF PLAN 3/32"=1'-0" SCALE: SECTOR 'B' 210° SECTOR 'A' 120° SECTOR 'C' 320° 2(E) EQUIPMENT PLAN 3/8"=1'-0" SCALE: 3(N) EQUIPMENT PLAN 3/8"=1'-0" SCALE: 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-3 2(E) ANTENNA PLAN 1/4"=1'-0" SCALE:1(N) ANTENNA PLAN 1/4"=1'-0" SCALE: SECTOR 'B' 210° SECTOR 'A' 120° SECTOR 'C' 320° SECTOR 'B' 210° SECTOR 'A' 120° SECTOR 'C' 320° 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-4 1ANTENNA/RRUS SCHEDULE 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-5 1(E) SOUTHEAST ELEVATION 1/8"=1'-0" SCALE: 2(N) SOUTHEAST ELEVATION 1/8"=1'-0" SCALE: VEROS VEROS 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-6 1(E) SOUTHWEST ELEVATION 1/8"=1'-0" SCALE: 2(N) SOUTHWEST ELEVATION 1/8"=1'-0" SCALE: 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 A-7 1ANTENNA SPECIFICATIONS ERICSSON ERICSSON 4RRUS SPECIFICATIONS ERICSSON 3RRUS SPECIFICATIONS 7RRUS BACK TO BACK MOUNT 5DIPLEXER SPECIFICATION8PIPE TO PIPE BRACKET 2ANTENNA SPECIFICATIONS MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT MARATHON M12V185FT 6-48V BATTERY RACK SPECIFICATIONS9RECTIFIER MODULE SPECIFICATIONS 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 S-1 5RACK ANCHORAGE 3RRUS MOUNT 4SECTION 2ANTENNA MOUNT @ SECTOR 'C' 1ANTENNA MOUNT @ SECTORS 'A' & 'B' · · · 6DIPLEXER MOUNT 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 3300 IRVINE AVENUE, SUITE 300 NEWPORT BEACH, CA 92660 TEL: (949) 861-2201 FAX: (949) 468-0931 4430 E. MIRALOMA AVE. SUITE D ANAHEIM, CALIFORNIA 92807 E-1 5EQUIPMENT ELECTRICAL AND GROUNDING PLAN 6ANTENNA GROUNDING PLAN 3GROUNDING NOTES 1GROUND BAR 2INSTL OF GRND CONDUCTOR4INTERIOR TWO HOLE LUG 3/8"=1'-0" SCALE: 1/4"=1'-0" SCALE: 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 CLU3236/CLL03236 SANTA ANA 5G NR 1SR CBAND 2333 North Broadway Santa Ana, CA 92706 Prepared for STRUCTURAL CALCULATIONS Structural Analysis By February 7, 2022 1452 EDINGER AVE. TUSTIN, CALIFORNIA 92780 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) -ASCE 7-16 -TIA 222-H -AISC 360-16 -AISC 341-16 -ACI 318- II. Scope of Work This project consists of replacing existing antennas with new antennas. All antennas will be mounted onto existing antenna mounts. A new equipment cabinet will be anchored to an existing slab on grade in the equipment room. New Equipment Cabinet: 1. NEQ. 20326 48V BATTERY RACK New Antenna Equipment: 1. CCI TPA-65R-BU6DA-K 2. ERICSSON AIR6449 N77D 3. KATHREIN 800-10965K 4. QUINTEL QS6658-3E 5. RRUS 4478 B5 6. RRUS 4415 B25 7. RRUS 4426 B66 8. RRUS 4478 B14 9. RRUS 32 B30 10. RRUS E2 B29 11. RRUS 4478 B12A III. Structural Assessment New Battery Cabinet Anchorage to slab 97.0% DCR OK New Antenna Anchorage to Antenna Mount 7.25% DCR OK 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. AT&T CLU3236/CLL03236 Page 1 of 19 ASCE Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:33.76826 Risk Category:II Longitude:-117.86878 Soil Class:D - Default (see Section 11.4.3) Elevation:147.32063444523126 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Fri May 23 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Fri May 23 2025 AT&T CLU3236/CLL03236 Page 2 of 19 SS : 1.327 S1 : 0.472 F a : 1.2 F v : N/A SMS : 1.592 SM1 : N/A SDS : 1.061 SD1 : N/A T L : 8 PGA : 0.559 PGA M : 0.67 F PGA : 1.2 Ie : 1 C v : 1.365 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Fri May 23 2025 Page 2 of 3https://ascehazardtool.org/Fri May 23 2025 AT&T CLU3236/CLL03236 Page 3 of 19 AT&T CLU3236/CLL03236 Page 4 of 19 project by CASA location date 5/23/2025 client job no. 22-115 (Based on USGS and ASCE 7 Standard)Wind - ASCE 7 Sec 29.5.1 Sds=1.061 g Fh = qh*GCr*Af Sd1=0.576 g kz = 0 V = 95 MPH Unit Series: qh = 0.00 psf Unit height=84 inch GCr = 1.9 Unit width=27.5 inch Af = 13.2 sf Unit length=22.7 inch Fh = 0 lbs Unit dead load(Wp)=3276 lbs less than Fp*Omega Unit live load=0 lbs (INDOORS) SEISMIC - ASCE 7 Sec 13.3.1 ( ASCE EQ. 13.3-1) Rp=2.5 ( ASCE table 13.6-1) ap=1 ( ASCE table 13.6-1) Ip=1.0 ( ASCE sec 13.1.3) Wp= 3276 lbs 1+2(z/h) = 3 Fp= 1668 lbs omega = 2 Fp-max = 1.6*Sds*I*Wp 5561 lbs Fp * omega need not be greater than Fp-max Fp-omega 3337 Load Combinations LRFD DL LL Eh or W Ev Sds Total Horiz Total Vert LC1 (eq. 16-1) 1.4 0 0 0 1 0 4586 LC2 (eq. 16-2) 1.2 1.6 0 0 1 0 3931 LC3 (eq. 16-5) 1.2 0.5 1 695 1 3337 4626 LC4 (eq. 16-7) 0.9 0 1 695 1 3337 3644 LC5 (eq. 16-1) 1.4 0 0 0 -1 0 4586 LC6 (eq. 16-2) 1.2 1.6 0 0 -1 0 3931 LC7 (eq. 16-5) 1.2 0.5 1 -695 -1 3337 3236 LC8 (eq. 16-7) 0.9 0 1 -695 -1 3337 2253 note: Ev=0.2*Sds*D CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK Mechanical Unit Anchorage NEQ.20326 48V BATTERY RACK 𝐹𝑝 =.∗ ∗ ∗ /(1+2*z/h) AT&T CLU3236/CLL03236 Page 5 of 19 project by CASA location date 5/23/2025 client job no. 22-115 CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK Note: For maximum tension load, consider Ev is in the opposite direction of the gravity. 3337 lbs C.G. 2253 lbs 1127 lbs 1127 lbs 5096 lbs 5096 lbs Mot=total horizontal*unit height/2 Mot=140146 lb.in T/C= Mot/ unit width T/C= 5096 lbs Vertical Reaction= Total Vertical/2 Vertical Reaction= 1127 lbs Net omega tension = Vertical Reaction-T/C Net omega tension =-3970 lbs CHECK ANCHORGE FOR PULLOUT AT&T CLU3236/CLL03236 Page 6 of 19 project by CASA location date 5/23/2025 client job no. 22-115 CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK Note: for maximum compression load, consider Ev is in the same direction of the gravity 3337 lbs 4626 lbs 2313 lbs 2313 lbs 5096 lbs 5096 lbs Mot=total horizontal*unit height/2 Mot=140146 lbs-in T/C= Mot/ unit width T/C=5096 lbs Vertical Reaction= Total Vertical/2 Vertical Reaction= 2313 lbs Net Omega Compression = Vertical Reaction+T/C Net Omega Compression= 7409 lbs (compression) Compression Force (lb)= 7409 Shear Force (lb)= 3337 < 3000 (V allow)Fails Tension Force (lb)= 3970 < 1870 (T allow)Fails t/T + v/V= 3.24 <Fails(4.2.2, ESR 1917) Use Four (4) 5/8 inch diameter x 3-1/4 inch embedment Hilti Kwik Bolt TZ2 expansion anchors, (2) each side of unit (minimum), to attach unit to new pad on grade, per ESR4266. Fill all holes in support rails with anchors, typical. See following pages for anchorage calcs. AT&T CLU3236/CLL03236 Page 7 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 1 5/23/2025 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (3 1/4) hnom2 Item number: 2210271 KB-TZ2 5/8x4 3/4 Specification text: Hilti Æ 5/8 in Kwik Bolt TZ2 - CS with 3.75 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII, Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 10/1/2024 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b) Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.394 in. Anchor plateR : lx x ly x t = 22.700 in. x 27.500 in. x 0.394 in.; (Recommended plate thickness: not calculated) Profile: no profile 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] AT&T CLU3236/CLL03236 Page 8 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 2 5/23/2025 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = -2,253; Vx = 3,337; Vy = 0; Mx = 0; My = 140,146; Mz = 0; yes 97 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 2,899 834 834 0 2 0 834 834 0 3 2,899 834 834 0 4 0 834 834 0 Max. concrete compressive strain: 0.07 [‰] Max. concrete compressive stress: 288 [psi] Resulting tension force in (x/y)=(-9.350/0.000): 5,798 [lb] Resulting compression force in (x/y)=(10.673/0.000): 8,051 [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*2,899 13,157 23 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**5,798 5,998 97 OK * highest loaded anchor **anchor group (anchors in tension) AT&T CLU3236/CLL03236 Page 9 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 3 5/23/2025 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.16 106,704 Calculations Nsa [lb] 17,542 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 17,542 0.750 1.000 13,157 2,899 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 3.250 0.000 0.000 ∞1.000 cac [in.]kc l a f' c [psi] 11.500 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] 190.13 95.06 1.000 1.000 1.000 1.000 6,152 Results Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb] 12,304 0.650 0.750 1.000 5,998 5,798 AT&T CLU3236/CLL03236 Page 10 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 4 5/23/2025 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*834 6,668 13 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**3,337 34,451 10 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-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.16 106,704 1.000 Calculations Vsa,eq [lb] 10,259 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 10,259 0.650 1.000 6,668 834 AT&T CLU3236/CLL03236 Page 11 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 5 5/23/2025 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 3.250 0.000 0.000 ∞ y c,N cac [in.]kc l a f' c [psi] 1.000 11.500 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] 380.25 95.06 1.000 1.000 1.000 1.000 6,152 Results Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb] 49,216 0.700 1.000 1.000 34,451 3,337 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.967 0.125 1.000 91 OK bNV = (bN + bV) / 1.2 <= 1 AT&T CLU3236/CLL03236 Page 12 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 6 5/23/2025 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! • The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format. • 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://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/ • "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. Fastening meets the design criteria! AT&T CLU3236/CLL03236 Page 13 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 7 5/23/2025 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -9.350 -11.750 ---- 2 9.350 -11.750 ---- 3 -9.350 11.750 ---- 4 9.350 11.750 ---- 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 5/8 (3 1/4) hnom2 Profile: no profile Item number: 2210271 KB-TZ2 5/8x4 3/4 Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: 481 in.lb Plate thickness (input): 0.394 in. Hole diameter in the base material: 0.625 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti Æ 5/8 in Kwik Bolt TZ2 - CS with 3.75 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer AT&T CLU3236/CLL03236 Page 14 of 19 www.hilti.com Hilti PROFIS Engineering 3.1.14 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | CABINET ANCHORAGE Page: Specifier: E-Mail: Date: 8 5/23/2025 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. AT&T CLU3236/CLL03236 Page 15 of 19 AT&T CLU3236/CLL03236 Page 16 of 19 project by CASA location date 5/23/2025 client job no. 22-115 Seismic Ground Motion Values SDS =1.061 II Table 1.5-1 SD1 =0.576 D § 11.4.3 D Table 11.6-1 Seismic Design Force Wpequip.(lb)Wpmounts(lb)ap Rp Ip 1+2(z/h)Ω 69.0 50 1.0 2.5 1.0 3.0 1.0 83.6 50 1.0 2.5 1.0 3.0 1.0 108.6 50 1.0 2.5 1.0 3.0 1.0 78.0 50 1.0 2.5 1.0 3.0 1.0 53.0 20 1.0 2.5 1.0 3.0 1.0 46.0 20 1.0 2.5 1.0 3.0 1.0 48.4 20 1.0 2.5 1.0 3.0 1.0 53.0 20 1.0 2.5 1.0 3.0 1.0 53.0 20 1.0 2.5 1.0 3.0 1.0 53.0 20 1.0 2.5 1.0 3.0 1.0 59.4 20 1.0 2.5 1.0 3.0 1.0 1.0 2.5 1.0 3.0 1.0 1.0 2.5 1.0 3.0 1.0 Fp min (lb)Fp (lb)Fp max (lb)ΩFp ELat (lb)+/- EVert (lb) 37.9 60.6 202.0 60.6 60.6 25.3 42.5 68.0 226.8 68.0 68.0 28.3 50.5 80.8 269.2 80.8 80.8 33.7 40.7 65.2 217.3 65.2 65.2 27.2 23.2 37.2 123.9 37.2 37.2 15.5 21.0 33.6 112.0 33.6 33.6 14.0 21.8 34.8 116.1 34.8 34.8 14.5 23.2 37.2 123.9 37.2 37.2 15.5 23.2 37.2 123.9 37.2 37.2 15.5 23.2 37.2 123.9 37.2 37.2 15.5 25.3 40.4 134.8 40.4 40.4 16.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Item CCI TPA-65R-BU6DA-K ERICSSON AIR6449 N77D KATHREIN 800-10965K Item CCI TPA-65R-BU6DA-K ERICSSON AIR6449 N77D RRUS 4478 B12A QUINTEL QS6658-3E RRUS-4478 B5 RRUS 4415 B25 RRUS 4426 B66 RRUS-4478 B14 RRUS-32 B30 Seismic Coefficients from Table 13.6-1 KATHREIN 800-10965K QUINTEL QS6658-3E Seismic Loads Table RRUS-4478 B5 CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK 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 4426 B66 RRUS-4478 B14 RRUS-32 B30 RRUS 4478 B12A 0 0 RRUS-E2 B29 RRUS-E2 B29 RRUS 4415 B25 AT&T CLU3236/CLL03236 Page 17 of 19 project by CASA location date 5/23/2025 client job no. 22-115 CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK FA =q z*G h*(EPA)A Wind Force (§2.6.11.2)qz*Gh*Ka*Ca =41.6 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 =29.7 psf Kz Velocity pressure exposure coeff. Defined in §2.6.5.2 Kz =1.17 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 =95 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 71.2 20.7 7.7 10.24 10.77 8.41 3.81 31.0 15.9 8.7 3.42 3.90 3.33 1.87 78.7 20.0 6.9 10.93 11.35 8.73 3.77 72.0 12.0 9.6 6.00 7.60 7.16 4.80 23.0 13.0 6.6 2.08 2.33 1.95 1.05 16.5 13.4 5.9 1.54 1.67 1.35 0.68 15.0 13.2 5.8 1.37 1.49 1.21 0.60 23.0 13.0 6.6 2.08 2.33 1.95 1.05 27.2 12.1 7.0 2.29 2.64 2.29 1.32 20.4 18.5 7.5 2.62 2.80 2.23 1.06 15.0 13.2 7.3 1.38 1.57 1.35 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FA (lb) @ 60o FA (lb) @ 90o FA Max (lb) 350.3 158.5 448.2 138.8 78.0 162.4 363.5 157.0 472.6 297.9 199.8 316.2 81.2 43.9 96.8 56.3 28.1 69.4 50.2 25.1 61.9 81.2 43.9 96.8 95.2 55.0 109.9 92.8 44.1 116.5 56.0 31.7 65.4 0.0 0.0 0.0 0.0 0.0 0.0 FA (lb) @ 30o 448.2 162.4 472.6 FA (lb) @ 0o 426.1 142.5 57.2 0.0 65.4 0.0 455.0 249.8 Wind Effective Projected Areas Wind Loads Table 0 RRUS 4426 B66 RRUS-4478 B14 RRUS-E2 B29 RRUS 4478 B12A 96.8 QUINTEL QS6658-3E 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. RRUS-4478 B5 61.9 RRUS-32 B30 96.8 316.2 63.9 86.4 ERICSSON AIR6449 N77D KATHREIN 800-10965K Item CCI TPA-65R-BU6DA-K RRUS-4478 B5 QUINTEL QS6658-3E 69.4 109.1 95.1 86.4 57.0 RRUS 4415 B25 0 CCI TPA-65R-BU6DA-K ERICSSON AIR6449 N77D KATHREIN 800-10965K RRUS 4478 B12A 0 0 116.5 109.9 RRUS 4415 B25 RRUS-4478 B14 RRUS-E2 B29 RRUS-32 B30 RRUS 4426 B66 0.0 0.0 AT&T CLU3236/CLL03236 Page 18 of 19 project by CASA location date 5/23/2025 client job no. 22-115 CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK Wp (lb) 119.0 133.6 158.6 128.0 73.0 66.0 68.4 73.0 73.0 73.0 79.4 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 166.6 0.0 142.8 448.2 168.1 60.6 168.1 448.2 187.0 0.0 160.3 162.4 188.7 68.0 188.7 162.4 222.0 0.0 190.3 472.6 224.0 80.8 224.0 472.6 179.2 0.0 153.6 316.2 180.8 65.2 180.8 316.2 102.2 0.0 87.6 96.8 103.1 37.2 103.1 96.8 92.4 0.0 79.2 69.4 93.2 33.6 93.2 69.4 95.8 0.0 82.1 61.9 96.6 34.8 96.6 61.9 102.2 0.0 87.6 96.8 103.1 37.2 103.1 96.8 102.2 0.0 87.6 109.9 103.1 37.2 103.1 109.9 102.2 0.0 87.6 116.5 103.1 37.2 103.1 116.5 111.2 0.0 95.3 65.4 112.1 40.4 112.1 65.4 0.0 0.0 0.0 0.0 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 40.4 0.0 0.0 16.8 0.0 0.0 RRUS-4478 B5 0.0 RRUS 4478 B12A RRUS 4478 B12A 0 ELat (lb) 60.6 80.8 65.2 96.8 LRFD Load Combinations 69.4 KATHREIN 800-10965K Load Case 1 Load Case 2 Load Case 3 Factored Design Forces (lb) CCI TPA-65R-BU6DA-K ERICSSON AIR6449 N77D QUINTEL QS6658-3E RRUS 4415 B25 RRUS 4426 B66 RRUS-4478 B14 RRUS-32 B30 RRUS-E2 B29 Factored Loads RRUS-32 B30 37.2 15.5 109.9 CCI TPA-65R-BU6DA-K KATHREIN 800-10965K RRUS 4415 B25 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H Design Loads Summary 65.4 0.0 316.2 162.4 61.9 96.8 Seismic Forces Wind Forces 33.6 RRUS 4426 B66 RRUS-4478 B14 Item FA Max. (lb) 448.2 34.8 37.2 +/- Evert (lb) 25.3 33.7 27.2 15.5 14.0 14.5 15.5 472.6 *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. RRUS-E2 B29 37.2 15.5 116.5 37.2 QUINTEL QS6658-3E RRUS-4478 B5 ERICSSON AIR6449 N77D 68.0 28.3 AT&T CLU3236/CLL03236 Page 19 of 19 project by CASA location date 5/23/2025 client job no. 22-115 CLU3236/CLL03236 2333 NORTH BROADWAY SMARTLINK Ecc T1 Fh d V Fv T2 Fh (lb) Fv (lb)Ecc (in) d (in)T1 (lb) gov.V (lb) DCR % 448.2 168.1 12 71.2 252.4 84.0 6.19%OK 162.4 188.7 12 31.0 154.2 94.3 5.00%OK 472.6 224.0 12 78.7 270.4 112.0 7.25%OK 316.2 180.8 12 72.0 188.2 90.4 5.40%OK 96.8 103.1 12 23.0 102.2 51.5 3.00%OK 69.4 93.2 12 16.5 102.5 46.6 2.87%OK 61.9 96.6 12 15.0 108.5 48.3 3.00%OK 96.8 103.1 12 23.0 102.2 51.5 3.00%OK 109.9 103.1 12 27.2 100.4 51.5 2.97%OK 116.5 103.1 12 20.4 118.9 51.5 3.25%OK 65.4 112.1 12 15.0 122.4 56.1 3.43%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! FU=60.0 ksi Bolt Diameter=0.5 in Max V=0.112 kip Max T=0.270 kip Φ (Resistance Factor) =0.75 Ab =0.196 in^2 Fnv =24 ksi (A307) Fnt =45 ksi (A307) fv = Vu bolt / Ab =0.6 ksi Vallow = Φ Fnv Ab =3.5 kip >0.112 kip OK Tallow = Φ Fnt Ab =6.6 kip >0.270 kip OK Combined Shear and Tension: F'nt = 1.3F'nt -(Fnt x fv)/ΦFnv < Fnt =57.7 kip <45 kip =45 kip Rn = F'nt x Ab =8.836 kip ΦRn = F'nt x Ab =6.627 kip >0.270 kip OK QUINTEL QS6658-3E RRUS-4478 B5 RRUS 4415 B25 RRUS 4426 B66 RRUS-4478 B14 RRUS-32 B30 1/2" ø A-307 U-Bolt @ Top & Bottom Appurtenance Anchorage RRUS 4478 B12A 0 0 Wind and Seismic Analysis for Appurtenances per ASCE 7-16 & TIA 222-H CCI TPA-65R-BU6DA-K KATHREIN 800-10965K ERICSSON AIR6449 N77D RRUS-E2 B29 AT&T CLU3236/CLL03236 Page 20 of 20