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Home My WebLink About2875 LOKER AVE E; CS; CBC2019-0253; Permit(City of Carlsbad, Building Permit Finaled Commercial Permit Print Date: 02/16/2021 Job Address: 2875 LOKER AVE E, U CS, CARLSBAD, CA 92010-6626 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Permit No: CBC2019-0253 Status: Closed - Finaled Parcel U: 2090831000 Valuation: $50,000.00 Occupancy Group: Uof Dwelling Units: Bedrooms: Bathrooms: Track U: Lot U:' Project U Plan U: Construction Type: Orig. Plan Check U: 'Plan Check U: DEV00082 Applied: 05/29/2019 Issued: 01/06/2021 Finaled Close Out: Inspector: TAIva Final Inspection: 02/16/2021 Project Title: TECH BI LT WAREHOUSE SD 377-04 Description: T-MOBILE: INSTALL 6 ANTENNAS AND EQUIPMENT Property Owner: TECH BILT CONSTRUCTION CORPORATION 3575 KENYON ST SAN DIEGO, CA 92110 Contractor: DAVIES ELECTRIC CO INC 9085 KENAMAR DR SAN DIEGO, CA 92121-2421 (858) 578-7454 FEE AMOUNT BUILDING PERMIT FEE ($2000+) ' $406.00 BUILDING PLAN CHECK FEE (BLDG) ' ' $284.20 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $43.00 5B1473 GREEN BUILDING STATE STANDARDS FEE • ' $2.00 STRONG MOTION-COMMERCIAL $14:00 Total Fees: $749.20 • Total Payments To Date: $749.20 Balance Due: $0.00 Please take NOTICE that approval of your project includes the Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have-90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page ,1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov COMMERCIAL Plan Check ca.çg! 3 City of BUILDING PERMIT Est. Value Carlsbad APPLICATION PC Deposit B2 Date___________ Job Address 2875 L.oker Avenue Suite: E APN: 209-083-10 Tenant Name: 1-Mobile CT/Project It:________ Lot It:________ Occupancy. _U Construction Type: V Fire Sprinklers: yes / no Air Conditioning: yes / no Me OF WORK: Addition/New -. New SF d ise," -'New SF and Use, Deck SF, Patio Cover SF (not Including fiatwork) () Tenant improvement NoChange SF, Existing Use retecommunicatlonspropo$ed Use Telecommunications ____________SF, Existing Use Proposed Use ______________ Pool/Spa: __________SF Additional Gas or Electrical Features? Soiar. KW, _____ Modules, _______ Mounted, Tilt Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No Plumb ng/Methanlca)/Elec cal Only:__________________________________________________ 0 Other. APPLICANT (PRIMARY) PROPERTY OWNER Name: Lauren Richards obo 1-Mobile Name: lechblit Construction Corp. Address: 5015 Shorehame P1, Ste. 150 Address: 3575 Kenyon Street City. San Diego State: CA Zip: 92122 City: San Diego State: CA Zip: giig Phone: (480) 735-4868 Phone: (619) 223-1663 Email: Lauren.Richards@sacw.com Email: DESIGN PROFESSIONAL Name: Nestor Popowych Address: 5015 Shoreham P1. Ste, 150 City: San Diego State: (A Zip: 92122 Phone: (61-91736-3766 Email: DeflnIS.yOshii@saCW.cOm Architect State License: C-27496 CONTRACTOR BUSINESS Name: Dit £\&i. Address: 'WA S jt1 ,A Phone: - 1~1)c- -7 \t Email: State Uc Bus. (Sec. 10313 Business and Professions Code: Any City or County which requires a permit to construct, alter. Improve, demolish or repair any structure, prior to its issuance, siso requires the applicant for Such permit to file a signed statement that he/site Is licensed pursuant to the provisions of the Contractor's License law (Chapter 9. commendIng with Sed$on 7000 of OMsion 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemptlOmArryAftlion of Section 70313 by any applicant for a permit subjects the applicant 103 CMI penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602.2719 Fax: 760-602-8558 Email: Suiidlng@carlsbadca.gov 8-2 Page 1 or 2 Rev. 06/18 Scanned with CamScanner Jeuue3we3 qitM pauueog 9L/90 ^AGH JO0C0d A0eipBqpPupfln9 :Qew3 4 6ILZ-O9091 :qo BOOM VD 'paqsie aAy Aepeie 5E9t :jy pawl \)?7 'UfljVNDIS1NV3flddV uoiW ouh,e)e opqgjopapuadnSs4))wJadI4iflqpa 2q)WJad pans uziadAaaq oaw1G U) SiO)S 4aA0saJnpnJl1)o UC$PW$UO3J0 UO)UjOW put dtp AS'o SUOfl2A2 JOJ paunboa Si )4w 301 VMuVy'jjj 303N3flO3CNlALO0M)SNNDY3fll03Y/.VMM4Y MAW) )GIHM O0NY4$0 U43WD0UflU1W1SNIY9V0VALD3HISS31WIM4 dmcNvAw43oNrMvsou3ovosw rSwdmd uoIOadsu, joi Mtdwd paUonUtw aoqaqi uodn p2qpuJ4olgoqJJo ouaJoqlne4taqI u0n3ru1su0,2u1punq oneitJs'el atqS PUB S33U11pJo AM fit uw* Aidutol oaJt 1,alemm SisuSid a4l uo ueuuoju jetil put pi q UCPeWJOjtm aAoqeaq rn; 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do stuij "pus sapvuad )!u)u4*3 oi iaAcdwt is p.fspts jeqs put inIMlIUSI t3taso, uopesusdwqt saIion Ii .ann,i:wflIvM Siw041133 403*34 uc *SutdU103 213440M 441 0) pllqns awo3aqo1seoauulwMuocJadAutA04dw3)ou [Iola p'pnssIcwadsjqi pIMJOJ4OM444j023u1w.soyadqq)pu;/4))3a]uo41dW3X3JOa)t3*JI)J3 \ 01111113 U01142,111113 \) \QJ4 0444bU04 Y) V'QJ'1 i% c91't IOWV)4 /w USD3 #3U13n5U1 241 J3UWflU 13fl0d put jaWm 33ueu0UadW03 5*ts)iOM Ap p3fl55) SI )IW41d 5)14)5134141*404 1(401*341)0 ;3u2114)bilad 34) 404 103JOfl 34140 OOLE UOfl31S Aq pli4l*b3J 21 luopetuadwoo 5)31.AOM U4)1UL2W 14)1* put 92025) SI IIUL*3d 514)513)41*4201* 14)J0 23*ieWiOp8d3*U 104 4p03 JOUll 34140 001140041451q papsold UOflt5U3dW03 .2434201*404 I1ns1lI13s Of lumoop 34!3UIU03IIMB1UI2W inn put aei ,c :5u0polopap 6l4MoljoJaipfo MAInpadja 4IbUd4 apun ulqgo s(qoaq NOIiVliV1330 NO JVSN3d1NO3.SH3WOM :( y N0u40) Co' Building Permit Inspection History Finaled City of Carlsbad Permit Type: BLDG-Commercial Application Date: 05/29/2019 Owner: TECHBILT CONSTRUCTION CORPORATION Work Class: Tenant Improvement Issue Date: 01/06/2021 Subdivision: PARCEL MAP NO 15563 Status: Closed - Finaled Expiration Date: 08/16/2021 Address: 2875 LOKER AVE E, # CS lVR Number: 19370 CARLSBAD, CA 92010-6626 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01125/2021 01/25/2021 BLDG-14 149052.2021 Passed Tony Alvarado Frame/Steel/Bolting/We Idling (Decks) Checklist Item COMMENTS BLDG-Building Deficiency - - January 25, 2021: no building deficiencies. AT&T Cell-site antennas equipment area, remodel/alteration to existing building exterior equipment box. rough framing of existing FRP equipment boxes —to be enlarged equipment exterior building bbxes-per architectural and structural engineer plans and detailed specifications-approved. Approved per engineering sheet detail S-i. Passed Yes (omplete 02116/2021 02116/2021 BLDG-34 Rough 150603-2021 Passed Tony Alvarado Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency February 16, 2020: - . Yes No building deficiencies. 1. T-MOBILE: INSTALL 6 ANTENNAS AND EQUIPMENT, Per structural engineer plans and detail specifications, scope of remodel/alteration of existing (6) antennas-approved. BLDG-Final Inspection 150602-2021 Passed Tony Alvarado Checklist Item COMMENTS Passed BLDG-Structural Final February 16, 2020: Yes NO building deficiencies. 1. T-MOBILE: INSTALL 6 ANTENNAS AND EQUIPMENT, Per structural engineer plans and detail specifications, scope of remodel/alteration of existing (6) antennas-approved. BLDG-Electrical Final February 16, 2020: Yes No building deficiencies. 1. T-MOBILE: INSTALL 6 ANTENNAS AND EQUIPMENT, Per structural engineer plans and detail specifications, scope of remodel/alteration of existing (6) antennas-approved. Complete Tuesday, February 16, 2021 . Page 1 of 1 EsGil A SAFEbuiUCompany DATE: 6/7/2019 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0253 PROJECT ADDRESS: 2875 Loker Ave. SET:! IJ APPLICANT U JURIS. PROJECT NAME: T-Mobile Techbilt Warehouse SD06377A The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted Mail Telephone LI REMARKS: (by: ) Email: Fax In Person By: David Yao Enclosures: EsGil 5/31/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2019-0253 6/7/2019 [DO NOT PAY- THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0253 PREPARED BY: David Yao DATE: 6/7/2019 BUILDING ADDRESS: 2875 Loker Ave. BUILDING OCCUPANCY: BUILDING PORTION AREA (S q. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) cell site revisions per city 50,000 Air Conditioning Fire Sprinklers TOTAL VALUE 50,000 Jurisdiction Code cb 1By Ordinance Bldg. Permit Fee by Ordinance v Plan Check Fee by Ordinance V Type of Review: E Complete Review fl Structural Only Repetitive Fee Repeats LI Other El Hourly Hr. @ * EsGil Fee I $244.671 Comments: Sheet of 5015 Shoreham Place, Suite 150 San Diego, CA 92122 (0) (619) 736-3766 (F) 619.736.3721 www.sacw.com Site development, Architecture & engineering, Construction Structural Calculations AE1516 Revision Designer Date Revision Designer Date 0 RE 6/15/2018 Carrier Designations: 1-Mobile Project: L700 Site Name: Techbilt Warehouse RECE IVED Site Number: SD06377A Site Address: 2875 Loker Avenue E MAY 29 2019 Carlsbad, CA 92008 CITY OF CAi-LSBAD Scope of Work: Evaluate proposed appurtenances support elements. BUILDING DIVISION Site Data: Seismic Design Category: D Soil Class: D Short Period Spectral Response Coefficient, SDS: 0.748 Wind Design Category: C Base Wind Speed, V51: 110 mph Standards: . CCR Title 24 Part 2, California Building Code (Latest Edition) >0 ASCE 7 Minimum Design Loads for Buildings and Other Structures TIA-222-G Structural Standard forAntenna Supporting Structures and Antenna ANSl/AlSC 360 Specification for Structural Steel Buildings ACI 318 Building Code Requirements for Structural Concrete ACI 530 Building Code Requirements & Specification for Masonry Structures ANSl/AWC NDS National Design Specification for Wood Construction 77991 Ex Or UW1 q 6/3 19 M CIV1 PM /22/19 IPages/Sheets covered by this seal: Scanned, electronic, or other reproductions of this Structural Calculation may be provided for recording purposes or to expedite the receipt of information. In no event shall this document be used as a certified version of the Structural Calculation unless a wet seal and signature is present. 1of 20 SEE WIRELESS SAC AC OCSJGN GROUP INC Provisions of Analysis and Disclaimer: Unless agreed upon by both Customer and SAC Wireless, LLC ("SAC"), in a separate written agreement, the analysis contained herein is performed to the minimum design wind, ice, and other environmental loading prescribed by the governing building codes and standards. Any higher loading conditions required by the local jurisdiction or structure owner should be made known to SAC immediately for analysis. No lesser conditions will be accommodated. Although SAC shall make every effort to ensure the loading considered is adequate to meet the requirements of all applicable regulatory entities, SAC provides no other assurances on any other local and state codes or requirements. If wind or ice or other relevant parameters are different from the minimum values recommended by the local adopted code, Customer shall specify the exact requirements. The analysis performed is to the theoretical capacity of the members and connections. No accommodations are taken for any damaged, rusted, deteriorated, or otherwise compromised member conditions. The members and components of the structure/tower analyzed herein are assumed to be monitored and properly maintained. THE ANALYSIS SHALL NOT BE CONSIDERED A CONDITION ASSESSMENT OF THE STRUCTURE. It is the responsibility of Customer's contractor to notify Customer and SAC of any fatigued or compromised components prior to construction so appropriate measures are implemented if required. The Customer information supplied to SAC for analysis is assumed by SAC to be accurate and up to date. SAC has not performed any verifications, including the information supplied by Customer. Customer has the sole responsibility to ensure the information provided to SAC and used in the performance of SAC's engineering services is correct and complete. In the absence of any information to the contrary, SAC assumes all structures were constructed in accordance with the drawings and specifications produced by SAC and that their capacity has not significantly changed from the "as new' condition. In addition, in the absence of building plans or original construction documentation, the proposed design can only be determined from observable field data and are supplemented by best judgment and experience. If any additional information is presented at any time that contradicts what is referenced in the analysis, the analysis is invalid and must be performed again with the new information. Construction not performed in accordance with the provisions and conditions contained herein will void this report. It is assumed that construction drawings and performance of work shall be modified to comply with the conditions and limitations determined herein. SAC DECLINES ANY AND ALL RESPONSIBILITY FOR DAMAGES THAT ORIGINATED PRIOR TO THE PROPOSED MODIFICATIONS/ADDITIONS OR FOR THE ACCURACY OF DESIGN/CALCULATIONS DONE BY OTHERS OR FOR VARIATIONS IN THE DESIGN AND FIELD CONDITIONS, AS WELL AS ANY AND ALL DAMAGES RELATED TO CUSTOMER'S FAILURE TO PROVIDE ACCURATE INFORMATION FOR THE ANALYSIS. Discrepancies between field conditions and this report should be immediately brought to the attention of SAC for review. Customer assumes full responsibility for rework associated with the differences related to Customer's initially provided information. 2 of 20 6/13/2018 Design Maps Summary Report USGS Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available i 2008) Site Coordinates 33.132110N, 117.24875°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 - V4ky Center wort If Z11 Oceansäd' Vista - Carlsbad" Sn Marcos Escondido USGS—Provided Output S = 1.033 g SMS = 1.122 g S0 = 0.748 g = 0.401 g SMI = 0.641 g SD1 = 0.428 g Fo- information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and de:erministic ground motions in the direction of maximum horizontal response, please return to the application and sect the "2009 NEHRP" building code reference document. MCE1 Response Spectrum Design Response Spectrum IAN Pcrlod. T 4 Pcrkid I ts For PGA,, TL, CRS, and C 1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter <nowledge. 3 of 20 &longitude=-117.248747&siteclass=3&ri... 1/1 Structural Analysis 06/15/2018 SAC AE Design Group, Revision 0 SD06377A RE WIRELESS 1. Design Load Calculations Seismic Loads Latitude and longitude were determined from Construction Drawings and confirmed using GoogleEarth. Design spectral acceleration parameters were obtained using a program hosted at the USGS website. Latitude: 33.13210821 2 S= 1.033 g (from USGS) Longitude: -117.248747 2 Fa 1.09 (from USGS) Telecommunication cabinets, radio equipment, and appurtenances are non-structural components to be designed under the provisions of ASCE 7-10, chapter 13. Amplification Factor, ap: Response Factor, R: Occupancy Category: Importance Factor, I: Site Class: Connection Height, z: Building Height, h: Calculations SDS = Seismice force: Fp = (0.4apSDsWP)/(RI,/lP)*(1+2z/h) = Mix =0.3S05lW. F, max =6SDslPWP= Use Eh = QE = 1.0 (ASCE 7-10, table 13.6.1) 2.5 (ASCE 7-10, table 13.6.1) 11 (ASCE 7-10 table 1.5-1) 1.00 (ASCE 7-10 13.1.3) D (no soil report) 28.0 ft 28.0 ft 0.748 g 0.359 W, (ASCE 7-10 13.3-1) 0.224 W, (ASCE 7-10 13.3-2) 1.197 W, (ASCE 7-10 13.3-3) 0.359 W Wind Loads Wind forces for building appurtenances are determined in accordance with ASCE 7-10 chapter 29. Category: 11 Basic Wind Speed: V = 110 mph (ASCE 7-10 section 26.5) Exposure Category: C (ASCE 7-10 26.7.3 Height Above Ground, z = 28.0 ft K= 2.01(Z/Zg)= 0.968 (ASCE 7-10 Table 29.3-1) Ka = 0.85 (ASCE 7-10 Table 26.6-1) K= 1.0 (ASCE 7-10 section 26.8.2) Velocity Pressure with no Ice: q,= 0.002561(ZKZtKdV2 = 25.49 psf (ASCE 7-10 29.3-1) Minimum Design Wind Loading, q,,,,, = 16.0 psf (ASCE 7-10 29.8) Use q, = 25.49 psf Horizontal Building Dimension Normal to Wind, B = 154.0 ft Mean Roof Height, h = 28.0 ft i = MAX(0.6h, zmin) = 16.8 (ASCE 7-10 26.9.4) l = c*(33/)'l'G = 0.224 (ASCE 7-10 26.9-7) L = l*(/33) = 436.8 (ASCE 7-10 26.9-9) Q= [1/(1+0.63*((B+h)/L)063)]2 = 0.857 (ASCE 7-10 26.9-8) G = 0.925*[(1+1.7g0lQ)/(1+1.7gl)] = 0.85 (ASCE 7-10 26.9-6) 4 of 20 Structural Analysis SAC AE Design Group, Revision 0 .dJ SL WIRELESS Table 1.1: Excerpt from ASCE 7-10 Table 29.3-1 for Wind Load calc. Expos a z8 1nhln C B 7 1200 30 0.3 320 0.333333 C 9.5 900 15 0.2 500 0.2 D 11.5 700 7 0.15 650 0.125 Table 1.2: Appurtenances Properties 06/15/2018 S006377A RE Description Weight (Ibs) Height (in) Width (in) Depth (in) RRU4449 74 14.95 13.98 9.25 APXVAAR18_43-U 106 72 24 8.5 Screen 1 112 1 84 1 96 27.96 Proposed Proposed Table 1.3: Appurtenances wind and seismic forces Description Wind Forces Seismic Forces Cf front Cf,sde Affront (ft') A sIde (ft') Ffrontb (lbs) FsIde' (Ibs) QE (Ibs) 0.2SDsD (Ibs) RRU4449 1.806 1.838 1.5 1.0 57 38 27 11 APXVAAR18_43-U 1.828 1.891 12.0 4.3 0 0 38 16 Screen 1.800 1.828 1 56.0 16.3 1 2184 1 646 1 40 1 17 Notes: a - Force coefficients determined from ASCE 7-10 figure 29.4-1 interpolation. b _ F = qGCA1, ASCE 7-10 equation 29.4-1. Fully screened appurtenances will not experience wind loads. 5 of 20 Structural Analysis SAC AE Design Group, Revision 0 2. Antenna Mount analysis S 06/15/2018 5D06377A RE WI R EL £ 5$ Table 2.1: Pioe Loads Loads D lb E lb P= 181 27 F= 0 65 R1 =R2 =P/2= 91 14 R1 =-P/5-F/2= -36 -38 R2 =-F-R1 = 36 -27 Mmu=FL/4+Pe= 181 108 Table 2.2: 2." Dia. Pine Section Pronertiec Ag (in) I (in 4)(in S 3)(in) r F (ksi) E (ksi) D (in) D/t Z (in) 1.61 1.450 1.010 0.952 35 29000 2.88 15.2 1 1.370 Compressive Capacity: Flexural Capacity: K = 1 l,= 0.07E/F = 58 compact L = 60 in I = D/t = 15.2 < 0.45E/Fy KL/r = 63.03 0.45E/F = 372.9 4.71(E/F)112 = 135.6 > 63.02521 M = FZ = 3996 lbs-ft Fe it2E/(KL/r)2 72.06 ksi 0.9 Fcr= [0.658"]F, = 28.56 ksi 3596 lbs-ft Pn FcrAg 45983 lbs 0.9 4P = 41385 lbs 6 of 20 Structural Analysis 06/15/2018 SAC AE Design Group, Revision 0 5006377A RE WIRELESS Table 2.3: Member 1 Combined Stracc Ratio-, Load Combo Pa/cPn Ma/bMn Ratio 1.41) 0.006 0.070 0.077 1.2D+E 1 0.006 0.091 0.096 Table 2.4: Reauired loads mount connection Loading Combinations Vertical (y) (lb) Lateral (x) (lb) 1.41) 127 51 1.20+E 122 81 The connection willi consists of (2) 1/2 Hilti Kwik 17 anchors w/2 mm. embedment per reaction. Table 2.5: Mount connection. Load Combina. V T V T V./VI T/T Combined 1.40 136 51 3813 4134 0.036 0.012 0.048 1.20+E 147 81 3813 4134 0.038 0.020 0.058 1/2" Diameter Hilti Stainless Steel KB-TZ Expansion Bolt Capacity with 2 inch embedment Tension Capacity - Anchor Strength AS N = 0.101 in uta = 115 ksi 0.75 Nsa = AseNfuta = 11.62 kip 421\lsa = 8.711 kip Pass Pass Passes Passes - 1/2 diam. Bolt ACI 318 Eq. 17.4.1.2 Tension Capacity - Concrete Breakout hef = 2.0 in ANC. = 9hef2 = 36 in 36 in l.Shet = 3.0 in 'Ped,N = 1.0 = 1.4 Cp,N = 1.0 17 A. 1.0 = 2500 psi 0.75 Nb = kcAa(f'c)0.5 hef1.5 = 2.404 kip NCb = (ANJANco)4fedN4)cNtjJcpNNb = 3.324 kip = 2.493 kip Tension Capacity - Concrete Pullout tljc,p = 1.0 Np,cr 3.18 kip 0.65 ACI 318 Eq. 17.4.2.5a ACI 318 Section 17.4.2.6(b) ACI 318 Eq. 17.4.2.7a ACI 318 Eq. 17.4.2.1a ACI 318 Section 17.4.3.6 7 of 20 Structural Analysis 06/15/2018 SAC AE Design Group, Revision 0 SD06377A RE WI R E L E S 6 N = Np,cr*(fJ2500)00S = 3.18 kip N. = = 3.18 kip = 2.067 kips Shear Capacity - Anchor Strength Vsa 6.88 kips = 0.65 41Vsa 4.472 kips = Shear Capacity - Concrete Breakout Cal = 5.5 in ca2 = 5.5 in ha = 4.01n vc = 3Cajha = 66 in ACI 318 Fig. R17.5.2.1b 2_ - AvcO = 4.Scai 136.1 in ACI 318 Eq. 17.5.2.1c ed,V = 1.0 ACI 318 Eq. 17.5.2.6a c,V = 1.0 ACI 318 Section 17.5.2.7 = 1.4 ACI 318 Equation 17.5.2.8 da = 0.5 in le = 2.0 in ACI 318 Section 17.5.2.2 Vb = [7(Ie/d O.5 0.5 1.5 a! ua j"affc) (cai) = 4.212 kip ACI 318 Eq. 17.5.2.2a Vb = 9Xa(Pc)0.5 (cai)1.5 = 5.804 kip ACI 318 Eq. 17.5.2.2b 0.65 Vcb = (AvjAvco)L))edvt.IJcvt))hvVb = 2.933 kip ACI 318 Eq. 17.5.2.1a 06 = 1.906 kip Shear Capacity - Concrete pryout kcP = 1.0 ACI 318 Section 17.5.3.1 NcP = NO = 3.324 kip ACI 318 Section 17.5.3.1 (a) 0.65 VCP = kNJ = . 3.324 kip ACI 318 Eq. 17.5.3.1a 42Vcp = 2.16 kip Tensile Strength (min from all components) = 2067 lbs Shear Strength (min from all components) = 1906 lbs 8 of 20 0340 6 1-El JSIV sdoj L67 (oq ad) sdoj SL17? 3 1-El DSIV sdDi S61' AedeD ieaiis 0t8 =0 Aipedej uolsuaj Apede 109 LOE-V Jaawe,a 8/E S000 0066 0176S 6 3? M90+a t7oO0 0066 0176S S E? ]LO+a pauiqwo (qi) Uj (qi) (qi) (qi) suoeuqwo 2U!peO )PIP uo!pauuo :, IqeJ. 'aioJaqj fli.1S!Ufl .iad soq-nJq1 LOEV 8/E (17) Iseal le 10 SSU0D IIM UO!PBUUOJ -speol aueuaindde aqj ioj aienbape SI ln4s!un aql iiews aie spoi PJ!flbJ aqj aDU!S -ueds.Z e .ia,o SuipjaiA aioaq sq ?LLII Jo PeOl ieei e pue OWE/i iapun UO!paJp 9!M uedsp!w aqj le sql 069140 peoi le:)IlJaA e upuesqM 40 qedeD s! Inilslun aqj (pipee) ienuew jajnl3elnuew id s LT 117 M90+0 01 517 3t0+O (q 1) ieiaiei (qi) SUOIeUIqWOD 2u!peoi speoi P!fl°H :E IqJ. (asv U! UDAIS Sl lenuew panpejnuew U! ApedeD flJSIufl aDu!s) suoieuqwo osv suisn 'aJo4aiaqj 83 ST 0 IBOJ. 0 1 0 DS!LAJ 2? El 0 6171717fl (q) M (q) 3 (q 1) 0 a3ueuJnddV speol jejejel Inimun o g it' IOi 0 1 17 DS!LAJ O 9 LE 617Pt7flfli (q) M NO 3 NO 0 aDueuaJndd speo ieIA 1flJ4SiUfl aqej peop aqeq kue ii!M SflJS!Ufl z aje ajaql aouis 3WN suolsuawip aueuaindde aqj uo paseq xew Suol ,Zq ii!M 2n4s1ufl 6171717Sn8 (i) ii!M n.nsiufl iierv\ aij uawssasse injislun flftJ E S 3 1 3 m I M. VLLE900S 0 UO!s!Aed 'dnoic u!sacI IV DVS 8103/51/90 S!SAI8UV ieinpnis Structural Analysis 06/15/2018 SAC AE Design Group, Revision 0 5D06377A RE WIRELESS 0= 2 R/0= 1.485 kips (per bolt) 4. FRP screen analysis Front angle analysis WV Table 4.1:FRP Angle Analysis Load D E W w=lb/ft 9 1 0 Wh= lb/ft 0 3 137 Mmax,y Wvl2/8 lb-ft 18 3 0 Mmaxx=Whl2/8' lb-ft 0 6 273 R2y Rmax,y 10Wvl/8 lb-ft 44 7 0 R2x=Rmaxx=10Whl/8= lb-ft 0 16 682.627 The front angle will be an FRP L3x3x3/8 angle. L3X3x3/8 Series 500 FRP Angle Shear Capacity 1500 psi A= 2.09 in V=AF= 3135 lbs 13X3X3/8 Series 500 FRP Angle Moment Capacity E = 2600000 psi b/t= 8.00 Sx = 0.83 in3 F=E/(27*b/tO9S) 13356 psi <30,000, Ok! Fb = FJ2.5 = 5342.4 psi M = Fb*S. = 369.51 lb-ft Table 4.2: FRP Angle Canacitv Check Load Combination M,,JM= M,/M= V,,,,/V0= V,,jV= Combined D+0.7E 0.012 0.052 0.015 0.005 0.065 D+0.6W 0.443 0.047 0.014 0.131 0.508 The connection to the screen frame will consist of (1) 5/8' Fibrebolt or approved equal with capacity as per attached manufacturer specs with factor of safety of 4. Structural Analysis 06/15/2018 SAC AE Design Group, Revision 0 Sa SD06377A RE WIRELE$S Table 4.3: Connection check Load Combina. V. T V T V,/V,, TU/T Combined D+0.7E 48 11 950 775 0.051 0.014 0.065 0+0.6W 44 410 950 775 0.046 0.528 0.575 See Enercalc for FRP Screen load calculation, not for analysis. Capacity of the L3x3x1/4 FRP angles making the frame is done separately. Using the maximum force experienced by a member as per Enercalc model and capacity of the governing FRP angle we have: Pu= 427 lbs Pn= 2414 lbs Pu/Pn= 0.177 Pass L3X3x1/4 Series 500 FRP Angle Axial Capacity K= 1.00 r= 0.91 in A = 1.42 in b/t= 12 KL/r= 55.5 Fu = E/(27*b/t°95) = 9086.3 psi <30,000, Ok! F = E/56(KL/r)°55 = 5099.7 psi Fa = F/3.0 = 1699.9 psi = Fa*A = 2413.8 lbs Connection of FRP angles to back wall angle will consist of (1) 5/8' FRP thru-bolt per reaction. Using reactions from Enercalc we have: T= 392 lbs T= 775 lbs v,,= 394.9 lbs V,= 950 lbs T./T.= 0.506 Pass V,/V,,= 0.416 Pass The connection of the wall angle assumed to consist of 1/2 Diameter Hilti Stainless Steel KB-TZ Expansion Bolt at 48' o.c. Therefore, using reactions from Enercalc we have: T= 392 lbs T= 2067 lbs V= . 394.9 lbs v0= 1906 lbs 0.397 Pass All checks passed. Passes Passes 11 of 20 SAC AE Design Group, Inc. Project Title: S3 5015 Shoreham P1, Ste 150 Engineer: Project ID: ! San Diego, CA 92122 Project Descr: (619)736-3766 AE Design Group, Inc. Printed: 18 JUN 2018, 1:35PM 2-D Frame File = Q:\$Struc\Projects\AE1516_T-Mobile L700\S006377A\SD06377A_Enerca?c_2018-06-15.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:1O.18.1.31 I Description : Screen Force Calculation. Not for analysis. 1 0.0 0.0 Fixed 0 2 0.0 7.0 Fixed 0 3 2.333 7.0 Fixed 0 4 2.333 0.0 Fixed Fixed 0 5 0.0 3.50 Fixed 0 6 2.330 3.50 Fixed Fixed 0 Members... Member Endpoint Joins Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Length x I End y z (rotation) J End x y z (rotation) A Column 1 5 3.500 Fixed Fixed Pinned Fixed Fixed Pinned B Beam 2 3 2.333 Fixed Fixed Pinned Fixed Fixed Fixed C Column 5 2 3.500 Fixed Fixed Pinned Fixed Fixed Pinned D Beam 1 4 2.333 Fixed Fixed Pinned Fixed Fixed Fixed E Beam 5 4 4.206 Fixed Fixed Pinned Fixed Fixed Fixed F Beam 5 6 2.330 Fixed Fixed Pinned Fixed Fixed Fixed G Beam 2 . 6 4.205 Fixed Fixed Pinned Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu:z It Lu:y K:z K:y Cm Cb A 3.500 3.500 1.00 1.00 Internal Internal B 2.333 2.333 1.00 1.00 Internal Internal C 3.500 3.500 1.00 1.00 Internal 1.000 D 2.333 2.333 1.00 1.00 Internal 1.000 E 4.206 4.206 1.00 . 1.00 Internal 1.000 F 2.330 2.330 1.00 1.00 Internal 1.000 G 4.205 4.205 1.00 1.00 Internal 1.000 12 of 20 SAC AE Design Group, Inc. Project Title: 3 5015 Shoreham P1, Ste 150 Engineer: Project ID: San Diego, CA 92122 Project Descr: (619)736-3766 AE Design Group, Inc. Printed: 18 JUN 2018, 1:35PM 1 2-D Frame File = Q:\$Stcuc\Prolects\.AE1516_T-Mobile L700\S006377A\SD06377A_Enercalc_2018-06.15.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 I lIT Licensee SAC 4Wireless Description : Screen Force Calculation. Not for analysis. Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 FRP 2,600.00 0.120 0.000001 30.00 Steel 29,000.00 0.490 0.000007 50.00 Wood 1,800.00 0.035 1 0.000000 1 0.00 Wood Material Data... Wood, Not Defined, Density= 0.035pci, FbT= 1000psi, FbC= 1000psi, Fv= 1000psi, Ft: 1000, Fc= 400psi, E Bend XX= 1800ksi, E BendMin XX: 1800ksi, E Beny YY= l800ksi, E BendMin YY= 1800ksi, E Axial: 1800ksi, Species=, Grade= Any, Class: Member Sections... Prop Label Group Tag Material Area Depth Width lxx lyy Default Group Default 1.0 in12 0.0 in 0.0 in 1.0 in14 1.0 in"4 L3x3x1/4 Column FRP 1.440 ine2 3.0 in 3.0 in 1.230 inA4 1.230 ine4 L3x3x1/4 Beam FRP 1.440 ine2 3.0 in 3.0 in 1.230 inA4 1.230 mM Joint Loads.... Note: Loads labeled 'Global Y" act downward (in "-Y" direction) Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 1 Global X -0.2050 k 1 Global Y 0.0240 k 2 Global Y 0.0240 k 2 Global X -0.2050 k 5 Global Y 0.0480 k 5 Global X -0.410 k Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+l-I 0.91 1 1.0 1.0 Automatically Apply 100 % of member self-weight as D in the +Global Y direction. Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +041 . 1.0 1.0 Automatically Apply 100 % of member self-weight as D in the +Global Y direction. Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +041 1.0 . 1.0 Automatically Apply 100 % of member self-weight as D in the +Global Y direction. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X Y Z in in Radians 1 -0.001533 -0.002826 0.0 Max D Only D Only 1 -0.001533 -0.002826 0.0 Min D Only 0 Only 2 -0.001793 -0.002206 0.0 Max D Only 0 Only 13 of 20 SAC AE Design Group, Inc. Project Title: . 3 5015 Shoreham P1, Ste 150 Engineer: Project ID: San Diego, CA 92122 Project Descr: (619)736-3766 AE Design Group, Inc. Printed: 18 JUN 2018, 1:35PM 1 2-D F . . File Q:\$Struc\Projects\.AE1516_T-Mobile L700\SD06377A\S006377A_Enercalc_2018-06-15.ec6 Lic. ENERCALC, INC. 1983.2018, Build:10.18.1.31,Ver:10.18.1.31 Licensee SAC Wireless Description : Screen Force Calculation. Not for analysis. 2 -0.001793 -0.002206 0.0 Min DOnly DOnly 3 0.0 0.0 0.0 Max D Only 3 0.0 ##IIIIII////IIIII/# '3258471,222 Min DOnly DOnly DOnly 4 0.0 0.0 .0000420 Max D Only D Only D Only 4 0.0 0.0 .0000420 Min D Only D Only 0 Only 5 -0.003185 -0.00260 0:0 Max D Only 0 Only 5 -0.003185 -0.00260 0.0 Min 0 Only D Only 14 of 20 SAC AE Design Group, Inc. Project Title: ST 5015 Shoreham P1, Ste 150 Engineer: Project ID: San Diego, CA 92122 Project Descr: (619)736-3766 AE Design Gràup Inc. Printed: 18 JUN 2018, 1:35PM 2-D Frame File = Q:\$StnjcProjeclsAE1516_T-MobiIe L700\SDO6377AS006377A_Enercalc_2018-06-15.ec6 ENERCALC, INC. 1983-2018, Build:1018.1.31, Ver:1018.1.31 I Lic. Description : Screen Force Calculation. Not for analysis. Extreme Joint Displacements Only Load Combinations giving maximum values are listed Joint Displacements Joint Label X V Z in in Radians 6 0.0 0.0 .0000270 Max D Only 0 only D Only 6 0.0 0.0 .0000270 Min D Only D Only D Only Extreme Joint Reactions Only Load Combinations giving maximum values are listed Joint Reactions Joint Label X V Z k k k-ft Max Mm 2 Max Mm 3 0.2390 Max D Only 0.2390 Min 0 Only 4 0.1885 0.02083 Max 0 Only D Only 0.1885 0.02083 Min 0 Only oOnly 5 V Max Mm 6 0.3918 0.04777 Max 0 Only 0 Only 0.3918 0.04777 Min D Only 0 Only Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" I " End Forces Member 'i" End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft A -0.02223 0.0 0.0 0.01803 0.0 0.0 Max D Only 0 Only D Only 0 Only D Only 0 Only A -0.02223 0.0 0.0 0.01803 0.0 0.0 Min 0 Only 0 Only 0 Only 0 Only D Only 0 Only B -0.2398 -0.003050 0.0 0.2398 0.000250 -0.001850 Max D Only D Only 0 Only D Only D Only D Only B -0.2398 -0.003050 0.0 0.2398 0.000250 -0.001850 Min 0 Only 0 Only 0 Only D Only 0 Only 0 Only C -0.03727 0.0 0.0 0.03307 0.0 0.0 Max D Only 0 Only D Only 0 Only 0 Only 0 Only C -0.03727 0.0 0.0 0.03307 0.0 0.0 Min D Only 0 Only 0 Only 0 Only 0 Only 0 Only D -0.2050 -0.001768 0.0 0.2050 -0.001032 -0.000858 Max 0 Only 0 Only 0 Only 0 Only 0 Only 0 Only D -0.2050 -0.001768 0.0 0.2050 -0.001032 -0.000858 Min 0 Only D Only 0 Only D Only 0 Only 0 Only E 0.03155 -0.001196 0.0 -0.02735 -0.001604 0.000858 Max 0 Only 0 Only 0 Only D Only 0 Only 0 Only E 0.03155 -0.001196 0.0 -0.02735 -0.001604 0.000858 Min 0 Only 0 Only 0 Only D Only 0 Only 0 Only F -0.4265 -0.001854 0.0 0.4265 -0.000942 -0.001063 Max 0 Only 0 Only D Only 0 Only 0 Only 0 Only F -0.4265 -0.001854 0.0 0.4265 -0.000942 -0.001063 Min D Only 0 Only D Only 0 Only 0 Only D Only 15 of 20 SAC AE Design Group, Inc. Project Title: 3 5015 Shoreham P1, Ste 150 Engineer: Project ID: . San Diego, CA 92122 Project Descr: (619)736-3766 AE Design Group, Inc. Punted: 18 JUN 2018, 1:35PM 2-0 Frame File = 0:\$StrijctProject.sE1516 1-Mobile L700\SD06377A\SD06377A_Enercalc_2018-06-15.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 I lit Description : Screen Force Calculation. Not for analysis. Extreme Member End Forces . Only Load Combinations giving maximum values are listed Member "I" End Forces Member " J " End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft Ii U.Ub4bU -U.U0114 0.0 -O.0b040 -0.001b48 0.001050 Max 0 Only D Only D Only 0 Only D Only 0 Only G 0.06460 -0.001148 0.0 -0.06040 -0.001648 0.001050 Mm 0 Only D Only D Only D Only D Only 0 Only Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "1" Joint Moment Dist from °l" Joint Shear Dist from "I" Joint A 0.02223k 0.o ft 0.0k-ft 0.0 ft 0.0k 0.0 ft Max 0 Only A 0.01803k 3.50 ft 0.0k-ft 0.0 ft 0.0k 0.0 ft Min 0 Only B 0.2398k 0.0 ft 0.003850k-ft 2.333 ft -0.000250k 2.333 ft Max 0 Only 0 Only 0 Only B 0.2398k 0.0 ft 0.000144 k-ft 0.04761 ft -0.003050 k 0.0 ft Min 0 Only 0 Only 0 Only C 0.03727k 0.0 ft 0.0k-ft 0.0 ft 0.0k 0.0 ft Max 0 Only C 0.03307k 3.50 ft 0.0k-ft 0.o ft 0.0k 0.0 ft Min U Only D 0.2050k 0.0 ft 0.001302k-ft 1.476 ft 0.001032k 2.333 ft Max 0 Only U Only U Only D 0.2050k 0.0 ft 0.000163 k-ft 0.09522ft -0.001768 k 0.0 ft Min DOnly DOnly DOnly E -0.02735k 4.206 ft 0.001074k-ft 1.803 ft 0.001604k 4.206 ft Max U Only U Only U Only E -0.03155k 0.0 ft -0.000858k-ft 4.206 ft -0.001196k 0.0 ft Min U Only U Only U Only F 0.4265k 0.0 ft 0.001432k-ft 1.522ft 0.000942k 2.330 ft Max U Only . U Only U Only F 0.4265k 0.0 ft 0.000171 k-ft 0.09510 ft -0.001854k 0.0 ft Min U Only U Only U Only G -0.06040k 4.205 ft 0.000991 k-ft 1.716ft 0.001648 k 4.205 ft Max D Only U Only U Only G -0.06460k 0.0 ft -0.001050k-fl 4.205 ft -0.001148k 0.0 ft Min DOnly U Only U Only Member Stress Checks... Stress Checks per AISC 360-10 & NDS 2015 Member I Section a eria Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios I Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) A (.01umn steel Angle, JO ruano Laic 99.OUU KtlO> 1. (JUt) Angle, UD nano 1,a1c 99.000 Katlo> 1. 0.00 B Beam Steel Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 C Column Steel Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 D Beam Steel Angle, Do Hand Cale 99.000 Ratio >1. 0.00 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 E Beam Steel Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 F Beam Steel Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 G Beam Steel1 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 Angle, Do Hand Cale 99.000 Ratio> 1. 0.00 16 of 20 SAC AE Design Group, Inc. Project Title: T 5015 Shoreham P1, Ste 150 Engineer: Project ID: 1 San Diego, CA 92122 Project Descr: (619)736-3766 AE Design Group, Inc. Punted: lB JUN 2018, 1:35PM 2-D Frame File = Q:\$Struc\Projects\.AE1516_T-Mobile L700\S006377A\S006377A_Enercalc_2018-06-15.ec6 ENERCALC, INC. 1983-2018, Build:10.18.1.31, Ver:10.18.1.31 Description : Screen Force Calculation. Not for analysis. 17 of 20 UNISTRUT P10O0 I 1W 413 711 ft T 3.2 i]915 41.3 It 2 2 Wt/100 Ft: 189 Lbs (281 kg/100 m) Allowable Moment 5,070 In-Lbs (570 N.m) 12 Gauge Nominal Thickness .105(2.7mm) P1001 [F I 1 W-1 b413I -1 Hil. [HI 8 [ 2 2 L!1 Wt/100 Ft: 378 Lbs (562 kg/100 m) Allowable Moment 14,360 In-Lbs (1,620 Nm) 12 Nominal Thickness. 105 (2.7mm) E I P1 000 H3 GaugeN PI000KO 9/le" (14.3) Dia. Holes /i6" (14.3) Dia. Holes 60 (152.4) on Center r,° (47.(' -- I W (47 -' -- Qbs 260kg _ WIJ100 Fl: 173 Lbs (257 kg/1 00 m) W1 /100 m) Wt/100 Ft: 190 Lbs (283kg/loom) Wt/100 Ft: 185 Lbs (275kg/100m) P1000 SL P1000 T Slots are P1000 DS Slots are 2 3/4" (69.9) x 'A'(22.2) 31, Act e ides 3'(76.2) x 13A2*(103) ' (12.7) W(/100 Ft: 185 Lbs (275kg/100m) Slots are 1%'(28.6) x91le° (14.3) 2(5o8)1 Wt/100 Fl: 185 Lbs (275 kg/100 m) Slots are 2 (50.9)x °Ie" (17.5) 3 4~~W- (38.1) - 125.41 Wt/100 Ft: 185 Lbs (275 kg/100 m) CHANNEL NUTS (REFER TO PAGES 73,74 FOR DsTFJLs) IF I P1006-0832 P1006-1024 P1008T P1006T1420 P1024 P3006-0832 P3006-1024 P3016-0632 P3016-0832 P1006-1420 P1010T fgTv P1012S P1023S P3006-1420 P3016-1024 P1007 P3007 P3016-1420 11311008 P3008 P1009 P3009 P1010 P1012 P1023 P3010 P1024S Channel Finishes: DF, PL, GR, HG, PG, ZD; Standard Lengths: 10'& 20' 24 • -- 15/s" Framing System U N ISTRUT P1000. BEAM LOADING Max. Allowable Defl. at Uniform Loading at Deflection Span Uniform Load Load Span/180 Spanl240 Span/360 In Lbs In Lbs Lbs Lbs 24 1,690 0.06 1,690 1,690 1,690 36 1,130 0.13 1,130 1,130 900 48 850 0.22 850 760 500 60 680 0.35 650 480 320 72 560 0.50 450 340 220 84 480 0.68 330 250 160 96 420 0.89 250 190 130 108 380 1.14 200 150 100 120 340 1.40 160 120 80 144 280 2.00 110 80 60 168 240 2.72 80 60 40 192 210 3.55 60 50 NR 216 190 4.58 50 40 NR 240 170 5.62 40 NR NR P1000 - COLUMN LOADING Unbraced Max. Allowable Load at Maximum Column Load Applied at C.G. Height Slot Face K0.65 K0J0 KM In Lbs Lbs Lbs Lbs 60 2,380 5,9104,690 ,960 72 2,080 4,840 3,800 2,400 96 1,670 3,480 2,110 1,660 108 1,510 3,050 &i0** 120 1,380 2,700 144 1,150 2O ,.,.J660 PI000/PI00I -ELEMENTS OF SECTION Parameter P1000 P1001 Area ofSection 0.555 In2 1.111 In2 Axis 1-1 Moment of Inertia (I) 0.185 In4 0.928 In4 Section Modulus (S) 0.202 In3 0.571 In3 Radius of Gyration (r) 0.577 In 0.914 In Axis 2-2 Moment of Inertia (I) 0.236 In' 0.471 In' Section Modulus (S) 0.290 In3 0.580 In3 Radius of Gyration (r) 0.651 In 0.651 In 'P1001 - BEAM LOADING Defi. at Uniform Loading at Deflection Max. Allowable Uniform Span Uniform Load Load Span/180 Span/240 Span/360 In Lbs In Lbs Lbs Lbs 24 3,500* 0.02 3,500* 3,500* 3,500* 36 3,190 0.07 3,190 3,190 3,190 48 2,390 0.13 2,390 2,390 2,390 60 1,910 0.20 1,910 1,910 1,620 72 1,600 0.28 1,600 1,600 1,130 84 1,370 0.39 1,370 1,240 830 96 1,200 0.51 1,200 950 630 108 1,060 0.64 1,000 750 500 120 960 0.79 810 610 410 144 800 1.14 560 420 280 168 680 1. 410 310 210 192 600 11L02 - 320 240 160 216 530 V,'jY 250 190 130 240 480 t-N .16 200 156 100 PIXC J tLUMN Max. Allowable -Maximum Column Load Applied atC.G. ed Load Height at Slot Face K = 0.65 K = 0.80 K =1.0 K = 1.2 In Lbs Lbs Lbs Lbs Lbs 24 6,430 24,280 23,610 22,700 21,820 36 6,290 22,810 21,820 20,650 19,670 48 6,160 21,410 20,300 18,670 16,160 60 6,000 20,210 18,670 15,520 12,390 72 5,620 18,970 16,160 12,390 8,950 84 5,170 16,950 13,630 9,470 6,580 96 4,690 14,890 11,190 7,250 5,040 108 4,170 12,850 8,950 5,730 3,980 120 3,690 10,900 7,250 4,640 ** 144 2,930 7,630 5,040 ** Notes: * Load limited by spot weld shear. KL/r > 200 NR = Not Recommended. Beam loads are given in t.gjp.j uniform load (N Lbs) not uniform load (w lbs/ft or w lbs/in). Beam loads are based on a simple span and assumed lobe adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62 for reduction factors for unbraced lengths. For pierced channel, multiply beam loads by the following factor: 'KO' Series.......95% 'T' Series ..........85% 'HS Series.......90% SL" Series........85% "1-13' Series........90% n DS Series........70% "WT" Series.......85% Deduct channel weight from the beam loads. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. All beam loads are for bending about Axis 1.1. 11/8" Framing System - -- 25 TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units 3/8 112 18 3/4 AnchorO.D. d,(d,) in. 0.375 0.5 0.625 0.75 (mm) (9.5) (12.7) (15.9) (19.1) Effective mm. embedment' h.t in. 2 2 31/4 31/8 4 33/4 43/4 (mm) (51) (51) (83) (79) (102) (95) (121) Mi. member thickness h,,,,, in. 45 I 6 I 618 I 5 6 8 I 618 I 8 (mm) (102) I (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203) in. 4 /8 3 I 5 /3 41/2 71/2 6 7 87/8 6 10 I 7 9 Critical edge distance c81 I I (mm) (111) I (98) (140) I I (114) 1 (191) I (152) (178) (225) (152) (254) (178) (229) in. 21/2 2 /8 2'I8 31/ 2 /8 41/ 4 Mm. edge distance C (mm) (64) (73) (54) (83) (60) (108) (102) in. 5 53/ 51/ 17 51/ 10 81/2 tars ~ (mm) (127) (146) (133) (140) (140) (254) (216) in. 21/4 2 /8 2 2/4 23/e 5 4 S (mm) (57) (73) (51) (70) (60) (127) (102) Mm. anchor spacing in. 31/2 4'/2 31/ 41/8 41/ 91/2 7 for c a (mm) (89) (114) (83) (105) (108) (241) (178) in. 2 /8 2 /8 4 3/ 4/ 4/ 53/4 Mm. hole depth in concrete h. (mm) (67) (67) (102) (98) (121) (117) (146) Mm. specified yield strength Win 92,000 92,000 92 00 76,125 fy (N/mm2) (634) (634) (525) Mm. specified ult. Strength lb/in2 115,000 115,000 115,000 101,500 (N/mm2) (793) (793) (700) Effective tensile stress area A,,N in' 0.052 0.101 0.162 0.237 (mm2) (33.6) (65 0 (104.6) (152.8) Steel strength in tension N,, lb 5,968 17,880 24,055 (kN) (26.6) (82.9) (107.0) Steel strength in shear V. lb 4,720 9,870 15,711 (kN) (43.9) (69.9) strength in tension, lb 8,110Pullout I 5,840 I NA seismic2 N8,, I (36.1)(kN) (26.0) Steel strength in shear, seismic2 (kN) lb 42,340 ,CY23% 2,825 6,880 9,350 12,890 (30.6) (41.6) (57.3) Pullout strength uncracked concrete3 lb NA NA 5,760 NA I 12,040 (kN) Np,,,,, ____________ (25.6) (53.6) Pullout strength cracked lb 3,180 NA NA 5,840 8,110 NA concrete (14.1) (26.0) (36.1) I Anchorcategory4 1 Effectiveness factor k,,, u uncracked concrete 24 17 24 17 171 17 24 17 Effec ivenessfactork,,crackconcrete C.N k,,,,,/kc,° Strength reduction factor for tens , s re 0.75 modes7 Strength reduction factor 0 for shear, s el failure modes7 0.65 Strength reduction 0 factor for tension, concrete failure 0.65 0.55 0.65 modes, Condition Be I Coefficient for pryout strength, k, 1.0 2.0 Strength reduction 0 factor for shear, concrete failure 0.70 modes, Condition B8 Axial stiffness in service load fi,,,, lb/in. 120,000 range° I I fi lb/in. 90,000 For SI: 1 inch = 25.4 mm, 1 lbt = 4.45 N, 1 psi = 0.006895 MPa For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases 'P,=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 'See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 5See ACI 318-14 17.4.2.2 or ACI 318-11 0.5.2.2, as applicable. 6For all design cases 'PC.N =1.0. The appropriate effectiveness factor for cracked concrete (k,,) or uncracked concrete (k,,) must be used. 7The KB-TZ is a ductile steel element as defined by ACI 318 0.1. 8For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 0.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 8Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. 20 of 20 DocuSlgri Envelope ID: EFB89FF9-28BF-4643-83C1-535B484FF008 SAN DIEGO REGIONAL OFFICE USE ONLY (0.) HAZARDOUS MATERIALS r7570 QUESTIONNAIRE BP DATE I 1 . BusIness Name Business Contact T-MobiieWe LLC uJth OBO T.moblle Telephone ft 4368 Project Address (include suite) City Code AFrPf# V 2875LKERAve.Bast . CARLSBAD . '- 92008 209-083-10-00 Mailing Address (include suite) City State Zip Code Plan File 5015 SHOREMAMPLACE, SUITE 150 SAN DIEGO CA 92122 Project Contact Applicant E-mail V LAUREN RICHARDS LAUREN.RLCHARDS@SACW.COM - 480.735-4968 The following questions represent the raciiis activities, NUF ane specinc projecit ue5cnpg0n. PMT I: FIRE DEPA?TMEPff - HA US M47ERIAL3 VISION: OCCUPANCY CLMSIflQATiON: (net eeuired f9r eegJtcb Within the City of Sen. DIURI: Indicate by circling the item whether your business will use, process, or store any of the following hazaroua materIals. If any of the Items are circled, appncant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. NO NEW BATTERIBS/GENSaATO TO BE Occupancy Rating: Facility's Square Footage (including proposed project): INSTALLED] 120 Explosive or Bloating Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases S. Oxidizers 10. Cryogenics 3, Flammable/Combustible Liquids 7. Pyrophorice 11. Highly Toxic or Todd Materials Thee 4. Flammable Solids . 8. Unstable Reectives 12, Radloactives PAMI II: N DIEGO COUNTY DEPTM.ENT O NV1ONMgNTPIft.. HTI4 — jARUQI,S UiVIIVN IPMU1 yes, applicant must contact theCounty of San Diego Hazardous Materials DIvision, 5500 Overland Avenue. Suite 170, Is IT me answer to any CT me San Diego, CA 92123. questions Call (858) 505.6700 prior to thelesuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CatARP Exempt YES NO (for now Construction orremodeling projects) .... - 1 0 Is your business listed on the reverse side of this torn,? (check all that apply). Date Initials 0 ] Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 i Will your business store or handle Hazardous Substances In quantities greater than or equal to 55 gallons, 500 0 CaiARP Required pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogenalrepreductive toxins In any quantity? Data initials 0 [ Will your business use an existing or Install an underground storage tank? 8. 0 ( Will your business store or handle Regulated Substances (CeiARP)? 0 CalARP Complete 7. 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? B. 0 t Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to Date milieu or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). PART Ill., SAN DIEGO COUNTY AIR POLLUTION COI(f101. DISTRICT fAPCD)1 The following questions are Intended to Identify the majority of air pollution Issues at the planning stage. Your project may require additional measures not tdentmtied by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered tar either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at aocdcomaithsdcountv.caAov (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131, YES NO 0 Will the project dIsturb 100 square feet or more of existing building materials? 0 L!i Will any load supporting structural members be removed? 0 (ANSWER ONLY IF QUESTION 1 or219 YES) Has an asbestos survey been performed by an lndMdual that has psasodan EPA-approved building inspector course? 4, 0 ( (ANSWER ONLY IF QUESTION I or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. 5. 0 Will the project or associated construction equipment emit air contaminants? See the reverse aide of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. 6, 0 L!i (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located wIthin 1,000 feet of a school irtefly-èIãrlbe bu&ñIiiáótIIties: Briefly descrlbo01bP6ti4d projet. T-Mobile Wireless FaCi1f4' [ Modification to existing antennas at aT-Mobile wireless facility are under to1j1e best of my knowledge and and correct Lauren 06 12 FIRE DEPARTMENT OCCUPANCY CLASSIFICATION' FOR OFFICAL USE ONLY: BY: ________________________________ . DATE:.__,l Xe1J r. •5 •NFORMAflea ncauinas RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occupxecv - /4'4.ouvn'.ve, APCD . COUNIY-HMD APCD - COLJNVf.HMD APCD . . - <) , REVIEWED 0 çi (an C 7JSIGIAi1JRE ( DATE V A -exempts businesses from completing or updating a Nezardous eaiarenais eusiness tian. umar permimng iequirumsms may anti appiy HM-9171 (9/18) County of San Diego - DEN - Hazardous Materials Division