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Home My WebLink About1966 OLIVENHAIN RD; ; CB150975; PermitCity of Ccltlsbad 02~09~2016 1635 Faraday Av Carlsbad, CA 92008 Comrnercial/lndustrial Permit Permit No: CB150975 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 1966 OLIVENHAIN RD CBAD Tl Sub Type: INDUST Lot#: 0 . Status: ISSUED Applied: 03/31/2015 Entered By: RMA Parcel No: Valuation: Occupancy Group: 2550310300 $150,000.00 Construction Type: NEW Reference # · Plan Approved: 02/09/2016 Issued: 02/09/2016 Inspect Area Plan Check #: Project Title: VERIZON WIRELESS-EQUIPMENT BLDG (270 SF) & 180 SF CONCRETE BLOCK WALL ENCLOSURE W/ CHAIN LINK LID FOR GENERATOR. 12 NEW ANTENNAS MOUNTED ON FUTURE AT&T-45 FT HIGH FAUX EUCALYPTUS TREE Applicant: BOOTH & SUAREZ.ARCHITECTS' STE 192 325 CARLSBAD VILLAGE DR CARLSBAD CA 92008 760 434-8474 . Building Permit · Add'I Building Permit Fee Plan Check Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BfD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal F:ee · ·Other Building Fee Pot. Water Con. Fee Meter Size Add'! Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stancjs (SB1473) Fee Fire Expedidted Plan Review $802.56 $0.00 $561.79 $0.0Q $0.00 $42.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $6.00 $0.00 ·Total Fees: $1,501.35 Total Payments To Date: Owner: dLIVENHAIN MUNICIPAL WATER DISTRICT PUBLIC AGENCY 00000 Meter Size Add'I Reel. WaterCon. Fee Meter Fee SDCWAFee CFO Payoff Fee . PFF (3105540} PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee $ewer Fee Redev Parking Fee · Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $1.,501.35 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00' $0.00 $89.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $1,501.35 $0.00 Inspector: ~ Clearance: -.------- ,f\KJ!lCE: Please ta<e f\OTICE thct cq::rcwa ci ,o.r ptject irdldes tre "lrrµ:siticri' ci fees, cmcaioos, resavatia,s, er ether exa:tiais hereafter a:lledively referred to as 'fees/exa:ii(llji." Yw have 00 days frooithe date tlis Jmri! W:?S issued to prctest in,:mticn cl trese fees/exa:tiais. If ,u.i prctest tharn ,u.i m.st fdlONthe prctest pm3d.res sa: fooh in C?oMnrat O:m Sedlcn ffila){a), a"Kl file the prctest a"Kl ITT/ cther req..ired irfarreticn wth the Oty rv12ncgerfer ~rg in oo:xroa-re wth Ca1sl:a:l M.nd~ a:m Sedlcn 3:32.030. Falu-e to tirrely fdlONthct p-q:;eare wll ta-ITT/ sua,eq..ait legal cdion to attock, l'l:ME;w, sa: aside, vdd, er an.l .their irrp'.:Siticn. Yw ere rmbf FLRTI-ER f\OTIFIED frat ;ur rig,t to prctest·the sp:rifioo fees/exa:tlais EXES !\Of .APPLY to Wela: a"d re1-.er cxrnecticn fees ard rapa:ity dialgel,, ra plarlfYJ, zairg, gcdrg er cther sirrilcr ~icaia, µ-cx:.essirg er savice fees in cxrriecticn wth this ptject. !\CR EXES IT .APPLY to a,y t eXlrii civ.tidi ·ru,1 · ar-otl sirrilcrtotlis er tov.tiditrestatutecilirritaticns·has ·a.is1 ctheMise "red. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 02-09-2016 Storm Water Pollution Prevention Pl-an (SWPPP) Permit Permit No:SW150131 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title, Applicant: 1966 OLIVENHAIN RD CBAD SWPPP 2550310300 Lot#: 0 CB150975 VERIZON WIRELESS ANTENNAS Owner: Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: ISSUED 03/31/2015 RMA 02/09/2016 1 M BOOTH & SUAREZ ROBERT SUAREZ OLIVENHAIN MUNICIPAL WATER DISTRICT 325 CARLSBAD VILLAGE DR, 102 CARLSBAD CA 92008 760-434-8474 Emergency Contact: STEVE JOHNSON 951-541-8905 SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Total Fees: $277.00 PUBLIC AGENCY 00000 $53.00 $224.00 $0.00 $277.00 Total Payments To Date: $277.00 Balance Due: FINAL APPROVAL DATE~jClEARANcE SIGNATURE tl1?: ---- $0.00 0PLANNING 0ENGINEERING OBUILDING DFIRE 0HEALTH 0HAZMAT/APCD (_ Cicyof Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www;carlsbadca.gov SUITE#/SPACE#/UNIT# GT/P OJEGT # LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS Plan Check No. Est. Value ( :J (9 Plan Ck. Deposit 15- OGG.GROUP EXISTING USE AIR CONDITIONING FIRE SPRINKLERS YEsONoD YESONoO APPLICANT NAME '{d:e,( 0/s-Jn if s"!!l_ PHONE FAX EMAIL $TATEt{,t-J 3 tJ STATELIG.# 'r03 ~· Compensation Declaration: / hereby affinn under penalty of perjury one of the following declarations: ~ave and will maintain a certificate of consent to self.insure for workers' compensation as provided by-Section 3700 of the Labor Code, for the performance of the work for which this permitis issued . . t'.'.] I have and will maintain-workers' compensation, as required by Section 3700 of the uibor Code, for the performance of the work for which this permit is issued. My workers' compensation i~ran~~rrier7d;olicy numberare:lnsuranceCo.ST.1:rez:cQM..f?eN9Hlt>JJ t.A?..S S~olicyNo.'7157 "J.Sro -f.5 ExpirationDate ID I 4-e-IO -I hereby affinn that I E1m ex~mpt from Contractor's Ucense Law for the following reason: · Q· I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended orotfered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale}. D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s} licensed pursuant to the Contracto,;s License Law). D· I am exempt under Section ____ ,Business and Professions Code for this-reason: 1. I persgnally plan to provide the major labor and materials for construction of the proposed property improvement: 0Yes 0No 2. I (have / have not) signed an application for a building _permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work·indicated (include name/ address/ phone/ type of work): RS PROPERTY OWNER SIGNATURE 0AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account ActJ Yes No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management distrtctJ Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? · Yes No IF ANY OF THE ANSWERS ARE YES, A Fl~AL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i). Givil Code). Lender's Name Lender's Address , , ',/;';, I certifythatl have read the application and state that the above infonnation Is correct and that the infonnation on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Cartsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolioon or construction of structures over 3 stones in height. EXPIRATION: Every permit issued by the Building Oflbial under the provisbns of th_is Code shall expire by limitation and become null and void if the building or work authorized by such permit is not oommenced within 180 days from the date of such permit or if the building or oork authorized by such pemiit is suspended or abandoned at any time after the mrk is CXJmmenced for a period of 180 days (Section 106.4.4 Uniform Building Code}. RS APPLICANT'S SIGNATURE . ~~l(j....--' ·. -. DATE D-< 31, 15 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Ct::!' ,~ t ,-i C .. ,:, r 0 C C U P /\ !: C 'i" /Commercial Projects 0 n I y l Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS '' BUILDING ADDRESS ' -- CITY STATE ZIP CITY STATE ZIP " . .: '' .. . Carlsbad CA .-.. . , PHONE _ . I FAX EMAIL OCCUPANT's·sus. LIC. No . . DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# .. -MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER: CHANGE OF USE/ NO CONSTRUCTION ' ~ APPLICANT'S SIGNATURE DATE Inspection List Permit#: CB150975 Type: Tl Date Inspection Item ----- 06/22/2016 43 AirCond/Furnace Set 06/22/2016 89 Final Combo 06/22/2016 89 Final Combo 05/27/2016 33 Service Change/Upgrade 05/24/2016 34 Rough Electric 05/17/2016 16 Insulation 05/17/2016 17 Interior Lath/Drywall 05/16/2016 14 Frame/Steel/Bolting/Weldin 05/16/2016 15 Roof/Reroof 05/11/2016 66 Grout 04/21/2016 31 Underground/Conduit-Wirin 04/14/2016 12 Steel/Bond Beam 04/05tio16 11 -Ftg/Foundation/Piers Thursday, June 23, 2016 INDUST Inspector Act AEK AP RI AEK Fl AEK AP AEK NR AEK AP Al;:K AP AEK AP AEK AP AEK AP AEK PA AEK PA AEK PA Vl:RIZON WIRELESS-EQUIPMENT BLDG (270 SF) & 180 SF CONCRETE BLO Comments GC 1020# EMAILED CARD TO ANDY AM PLEASE WITH SPECIAL INSPECTION FROM EQUIP ROOM TO TREE UPPER PORTION RETAINING WALL LOW WALL@EQUIP AND GEN ROON Page 1 of 1 __ n~co. ,. RO .~;:,p 1 . -~ ij~t: V . J . . ,(,:lf ~-q-n Of CAR_L$BAD .Bqilding Divlsipn-l;NSPECTI.ON RE-CORD - : -~: INSJ:'E(TION:Ric;:oRl)-~RD WITH:A;PROVED · Pa;ANS M~STBE KEPTONi'JIEJOil_ . -~(Aµ. .• £F0:R~ 3;30 pm FOR N~ WORK DAY-INSl'EC'J'.ION ·_ -@,FOR BUILDINq INSP.EC~N CALL: 760•602-2725 -· o., Go to: www.cidibadca,9ft/lyllclJoa AND cuci<-0111 · '•fRequ,st lns~tion;,. ---. -· DATE: . . . __ l '' -,_,,_ , ••• ' c,. Planning/Landscape . _Ct.1&1 fEng~,1~ l~ns) . . 760-43S-:3891 #$$. MASONRY PRE GROUl . D 'GROUT . o· WALL DIWNS #10 '[I_LT PANELS #U POl.iRsntlPS #11 C_OLUMN ~NGS #:J.4 SUBFRAME O.Fl.0011 D CEILING _ #15 _ROOFSHEATIIING -#55 __ l'R~/FI~ __ _ #19 FINAL CODE" PLUMBING ,·~9 RNAL ·Nsi=INAL :· _ · · :::_ .' /_;, .. --~~,'; _..,. ... CODE# STORM WATER -· F/AROUGH:tN: _, . :':':: _ ---___ :~~:---_ -,.,,., - -(603 "Fl)LLOWUPINSPECTtQN • FIXED EXT!NGUISHINGSYSTEM,ROVGH:l!f _-· -...... ./.. #6~5 NOTICE TO c~ ·mti> :nnNG SYSTErifHYDROSTATicmr. _ , .ME,DICAL GAS FlNAL •• _r''• .,;;;.··-;' . •: ----.-_ ... , ... BE\1'19/2012. SEE BACK FOR SPECIAL NOTES '-_j . ' j .~ ~ ' . ; RECORD COPY SPECIAL INSPECTION DAIL V REPORT Project Name Verizon -Olivenhain Municipal Projec~ Address 1966 Olivenhain Road, Carlsbad, CA 92009 Anoba & Associates Construction Management and Inspection Services 1016 Moody Driv«;, Escondido, CA 92027 _Tel: (909} 226-5433 anoba@cox.net Date 05/14/16 Type of Structure Masonry Embed (Roof Ledger) Permit Number CB150975 --------------------Engineer Dunn Savoie Inc. Phone No. '760-966-6355 -------------------------------------------Architect Booth & Suarez 760-434-8474 ------------------Contractor RL Clotworthy Construction Phone No. 951-693-5130 ---------------------Sub-Contractor Hays Gonstruction ------------------------------------------------ Type of Sample N/A ti Reinforced Concrete D Structural Bolting Quantity 0 Structural Masonry D Fireproofing Tests Performed ~ Embeds O Soils Additional Remarks . '. 0 Shotcrete D NDT D Prestressed·Concrete O Welding 0 Other Plan Sections Reviewed: A-0.5, A-0.6, D-3 Building Department· City of Carlsbad ----------------------- Inspection Summary: Observed drilling and cleaning of embed holes for 3x P .T .D .F roof ledger. 1/2" threaded rod and Hilti HY-70 adhesive used, per plan and specification. (D-3, #52, #53) RECE~\fED JUN 2 2 23:3 ClTY OF G/\RLS8fo.D BUILDING D!VlSION I hereby certify that I hal'e inspected to the best ofmy knowledge all of the work stated abo1•e. I hal'efou11d this work to comply with the appro1•ed pla11s, spec,jicalio11s, a11d applicable sections of the gol'em/11g buildmg laws u11less ot/ren1•ise 1101ed. lCC.,#=. .J"Tlw~ Special Inspector (Print) _Randall Anoba License: JP 17 hi 9 _5 Type: V"'~JV'C.-/ ,, iV )& . 1/.----, Special Inspector (Sign) Date: S-/1y/ll? Term,~ All reports will he held until an,01m1 ,,, paid mfo/l Services hilled at./ and 8 hour 1i11mmun,s, with a 2 !tour charge for cancel!a1ions. Sftould Anoha & Associate., be required to ms/1/ute legal action for the collec//on of a debt incurred as the resull of the acceptance of 1/11s 11cke1, An11ha & A,,soc,ates ,.,11 be en/I/led to allomey fee and cost incurred m said .,u11, Tlus field report represents a ,mmmary• of oh.,er\'Ollons and te.mng by Anoha & Associate., cons1ruc110n m.,pect1an personnel, Our work daes na, mcfucle s11penu10n or d1rect10n of the actual \l'ork of tlte controc1or, Ins employees, or agenLt The contractor .,ltauld be informed that ne11her 1he pre,rence of our field represe/1/a//l•e nor the ohserm110n and 1est111g by our firm shall e.tc11se /um III a11y way of defects discovered 111 /11,, work. fl ts umlerstood that our firm will nor he re.,ponsiblefor Joh or site safety on this projec/, Time Start 7am Time-Stop 9am Total Hours 4 l11spec11011s are based 011 a 4 hour mi11imum and 01•er 4 hours is 8 hours. --- Approveji By: (Print & Sign) '-·· White"' Office Copy, Yellow=-Field Copy, Pink·= Client Copy Page_1_ of_1_ SPECIAL INSPECTION DAIL V REPORT Project Name Verizon -Ollvenhain Municipal Project Address 1966 Olivenhaln Ro~d, Carlsbad, CA 92009 Anoba & Associates Construction Management and lnspect,on Services 1016 Moody Drive, Escondido, CA 92027 · Tel: (909) 226-5433 anoba@cox.net Date 6/08/16 Type of Structure Masonry Embed (Security Lid) Permit Number CB150975 ----------------Engineer Dunn Savoie Inc. Phone No. 760-966-6355 ---------------------------------------Architect Booth & Suarez 760-434-8474 -------------------Contractor RL Clotworthy Construction Phone No. 951-693-5130 Sub-Contractor Hays Construction -----------------~,,..--~~---=------------------------Tests Performed Type of Sample Quantity N/A D Reinforced Concrete O Structural Masonry G6 D Structural Bolting D Fireproofing Plan Sections Reviewed: A-0.5, A-0.6, D-3, D-4 Inspection Summary: Embeds D Soils Additional Remarks 0 Shotcrete D NOT 0 Prestressed Concrete O Welding 0 Other Building Department: City of Carlsbad --------------------- Observed drilling and cleaning of embed holes for security lid support brackets. 1/2" stainless steel threaded rod and Hilti HY-70 adhesive used, per plan and specification. I hereby certify that I hm•e i11spected to tire best of my knowledge all of the work stated abo1•e. J lra1•e found this 11:ork to comply wit/, the appro11ed plans, specifications, a11d applicable sections of the go1•emi11g b11/ld/11g /mvs 1111/ess othenv1.se noted ietj): J'TIW'"r!J~ Special Inspector (Print) Randall Anoba License: 6' 171;;1 CJ J Type: ~vty Special Inspector (Sign)~__/ A~ I 1/11o I Date: lo 1'erntr: All reports 11'1/I he lteld 1m11I amo11nt l.r pard mfull. Sen11ces hilled at./ u111J 8 hour n1111111111m.,, w11/t a 2 hour cltarge for cancellations. Slmuld Anoba & A.r.roc/a1e.r he required lo 111.1/ltute legal actw11for the t;ollectwn of a tkbt 111c11rred as the re.mil of the acceptance of tltt.r ticket, A11oha & As.rocwtes if ti/ be enlllled to al/orney fee and cost 111c11rred III surd .ruil. 17tis field report repre,re,11.r a .,11m11100• of ob,1·en•a111111s am/ te,rtmg by Anoba & A,troc10/es construcltpn m.,pect1011 per,ra1me/, Our 1rork does not mclude .,upen11s/on or di reel/on of tire actual ll'orlc of the co1itroctor, l11s emp/0,vee.1·, <If agem,,, The "'mtract11r sltou/d ht: mformed that neither the presence of our field repre.,eJl/a//l•e nor the ohren•amm am/ tes1111g by a11r jinn shall <!.tcuse./um Ill any woy oj defect,, di,rcoi•ered m /us 11ork. It u u11ders1<1ocl that our fim1 will nm he l'l!,,p,11wblefor 10b or .nte ,,qfery 011 1/11.r pro1ec1, Time Start 7am Time Stop 9am Total Hours 4 ln.specllotts are based 011 a 4 hour mlttimum and 01•er -I hours 1s 8 hours. - Approved By: (Print & Sign) White= Office Copy, Yellow= Field Copy, Pink= Client Copy Page_1_or..!.__ ----.-~ ;-" -' -,,,~ t -.. - COMMERFORD INSPECTION INC. 2269 PAPAYA DRJVE LA HABRA HEIGHTS, CA 90631 (562) 690-3198 or (562) 690-2883 FAX (562) 690-4887 . CITY OF Cat<I sba cl SPECIAL INSPECTION REPORT BuildingPermitNo. ffCB/$:•0975" Job No. _________ Date 5-! Z· /C Job Identification/ Address tt--r1~t, f ltaUFMhdi t-1 tWt.,fl ir ;D,...,/ l<ftl / f 1.f!h:. tlh,~-~L,f td. (r,;;J ~ f>D d . . . 'f . • . General Contractor I Address f?,L , C Jr, l1c.1ct{h V & ¼-J57t!uTu; W; p.·11.1irv l 1?-lr.. Sub-Contractor I Address v . f,.~ . Structural Engineer / Address ' TYPE OF WORK: REINFORCED CONCRETE_ MASONRY .}( HI-TENSILE BOLTING_ DRILLED IN ANCHORS__ _ PRESTRESSED CONCRETE WELDING GYPSUM CONCRETE FIREPROOFING WELDER RECEIPT NUMBER WELDER RECEIPT NUMBER DATE OF INSPECTION DESCRIPTION OF WORK INSPECTED: r-ri-1 HOURS Date Re. 0.T. TIME IN TIMEOUT (;", 12-. It. g 7/0(1 /{T'-1 {/ 30 r·J\ SAMPLES Grout Mortar Concrete Block Prisms Densit 3 All inspections based on a minimum of 4 hours & over 4 hours -8 hour minimum. In addition, over 8 hours and Saturday wiII be billed at time and a half. ATTORNEY'S FEES -If any action at law or in equity is brought to enforce or interpret the terms of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party may be entitlec;l. SPECIAL INSPECTION REPORT Inspector's Name: · E J,..>c.r d J E nro,1 J 'f• Inspector's Signature: £.e~~) 9 c;.;,_ -~1 0-}-. I.D. No. 5"6 G 4 8 ~ 7 has been fileti and it states that the above work to the best of his/her kndwledgf complies with the · provisions of the International Building Code and meets Approved Plans and Specification. · )--, i\ ~ Respectfully Submitted Approved by: / i?Jrtf~ By---~--------~--T ·~ f ProJect Superintendent Commerford ln$pectioii, Inc. ~I RECORD COPY RECEIVED JUN 2 2 2016 Geotechnical Solutions, Inc. c1Tv nr-.-:ADI ssAo GeotechnicaI; Structural & Environmental Engineering BUILDING DIVISION 27 Mauchly, Suite 210, Irvine, California 92618 Phone: (949) 453-0406 .·• DAILY FIELD LOG -~j·,··· "'~ .,,. Date: If/ '2..-2-// 6 I I Time: ____ ProjectNo: Vfs-7' '615-d '7..... ?,_, .. Field Personnel: ~ _.....,,"--"---------"-------------~-------- Project Name: --f-CJ.,..·....,,1-+i--lL\c-le-AA._.,..,b..__o.....,; h~---V-=----z;"""'--'-w'--------------- Project Address: --1-\'\+, -v'-6-b..__-\=CJ_.L-=L.\--,' ll',.__,ti\....:..o..\u....-"""'·ue:;.__""""~------~------------ C~dr1 \..s ~"' C.A Requested By: --'-f<_, \,_. _C-_f_f)'---+_\.v-i_rd½------------- /..S .... NOTE: The referenced.tests and/or observations do not constitute or imply certification or approval. They are presented as general information only, regarding the scope of work conducted during our representative's visit to the site. Hours Charged to ~ob*: . 2+ ~ Verified by: ____________ _ * The minimum charge per site visit is two (2) hours plus Travel Time GSl-05 'Ii: Date: RECORD COPY .. Geotechnical Solutions .. Inc. Geotechnical, Structural & Environmental Engineering 27 Mauchly, Suite 210, Irvine,. California 92618 Phone: (949) 453-0406 DAILY FIELD LOG --~-------=--Time: ~-,c, D Field Personnel: @~f Q ~,Jo <Wt( ProjectName: DL\\J§JM\N /JJJ-q..)lC.~pl.._ -v Project Address: \ qea ~ au \)L,1-J\~ :@.:O ~1A)5 'fJAD CA-. Request~d By: ·v RL QL.6fw'D(LT\-,x'f Reason for Site Visit (Density Test, Observe Footing Excavation, etc): RECEN\/ED .lllN ?. 2 2016 CITY OF CARLSBAD BUILDING DIVISION T)-{-e Cl{}iM-~teOo·N ~(!_ ~l£C:::t',a_\..L u_l--J e5 · wt\~ -r~-r~ 0, -n ('j t0,, ct<; uwo I Lkf r H2 CT'x__ ~ 1 E C-(JlrL e kL.T' ".J , "' 1--11 a/ ~s g]?l)~B. ~t 'l..:i\ CA:U. \C A,r,e~A t~L~., NOTE: The referenced tests and/or observations do not constitute or imply certification er approval. They are presented as general information only, regarding the scope of work conducted during our representative's visit to the site. Hours Charged to Job*: d -I:--]iA:vCL Verified by: ____________ _ * The minimum charge per site visit is two (2) hours plus Travel Time GSl-05 RECORD COPY RECE!\fED JUN 2 2 2016 Geotechnical Solutions, Inc. CITY oF CARLSBAD Geotechnical, Structural & Environmental Engineering BUILDING DIVISION 27 Mauchly, Suite 210, Irvine, California 92618 Phone: (949) 453-0406 Footing/Grading Field Observation Notice Project Number: V-1<-4S':J.5-e2-Date: 3l2.9J2.of,6 Project Name: Ve,r,"'J;m Cc,~e.ss -0 f ,'y e.l-'\£>~,·,,, Mr.-0,14ClrJ Project Address: ) g,£ o},'Vei>b4tb R~. ~sW_, Chlc~,-nt~_ This is to serve notice: ----'-----------------t"F,~ +-~+t'"'-J s =fc,c: fb1 e~c_f oSu~e [ecrfu~tN.e.iW., 8 'tYl e ~~ e " Jo$ u ye Cl.r1'1t>/ ~ Tct..,'"' ,~ 4.~ ----84\te .bee.,n ~Cg_ya.,t-~ lt'>:)to . ~;e--±"Yd-: ~~ -9.,,,R W> %-: ~v kD'ol-t-k: ~ cf ef1tr. 4.J.s., > ~ .b '!ltttm ~ 1t:c: s ]..,,J. Ai A.~ 1, I! --~d:.,._,./ 1b 9b '% :j: A:s,M .D-/s-,sg._ dg1,a'it<®-.::1 1 $r~g_~ ~ &Lcrt.. eeccepJ-4fe ~ ~'v Jt1~JeJ Remarks: Lt-k ~ 8:e_o(T"~Y>/cJ ~1,.,,:f-~ }J, 'eJd ...:pfe'lk ,Jlel\lM! Ve c.l{ b-s,.. cf,•,y,J---g_ ale.¼ f;- ktef l}: ~~a ,P:nox Ta ~''tJ ~C"r""C!-7e-. By: l>HA-8M:A S:HA-k'f'A PSb .pe ~ Signature: -~\ ~~f ~, ~S=~~~~;cl::=:::~::::.___ ./ I I Title: fo'i,c,.,_J ~o-te.cA11 :c..p E "'-J' I " e.ev Copies to: \2-_ l. Clb4-w01'~ ., ! EsGil Corporation In (l'artnersfiip wftfi qovemment for <Bui(aing Safety DArE: 1/22/2016 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0975 PROJECT ADDRESS: 1966 Olivenhain Rd. SET: II PROJECT NAME: Verizon Wireless Olivenhain Municipal D APPLICANT Cl.4tJRIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. [:gl The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D · The applicant's copy of the check list has been sent to: Robert Suarez · D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [:gl EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: JD Newman Telephone#: 760-855-8441 Date contacted. (bNS) Email: Mail Telephone Fax In Person ~ [:gl REMARKS: The clouded inked change on sheet T-1, A-0, ~6 s~~ City II set. (At building department) U By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 1/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation ~ . In (J!artnersfiip witfi qovemment for (}Juifaing Safety DATE: 4/9/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-0975 PROJECT ADDRESS: 1966 Olivenhain Rd. SET:I PROJECT NAME: Verizon Wireless Olivenhain Municipal ~PPLICANT /n ~URIS. a PLAN REVIEWER D FILE D ihe plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. cg) The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. · D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IZ] The applicant's copy of the check list has been sent to: Robert Suarez D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Robert Suarez Telephone#: 760-434-8474 _LEate co9tacted: f / \ ~ (by: ~ Email: suarez@boothsuarez.com ' t;Mail / Telephone Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation D GA D EJ O MB D PC 4/2 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 15-0975 · 4/9'/2015 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-0975 OCCUPANCY: B TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: 9000 sf SPRINKLE;RS?: REMARKS: DATE PLANS RECEIVED BY JURISDICTION; DATE INITIAL PLAN REVIEW COMPLETED: 4/9/2015 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE; cell equipment bldg. ACTUAL AREA: 270 STORIES: 1 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/2 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approvai of the plans does not permit the violation of any state, county or city law. TO speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 15-0975 '4/9/2015 Please make all corrections, as requested in the correction list. Submit FOUR new · complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carisbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible {or the plan preparation. California State Law. 2. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the following: a) Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. b) Property lines/easements. c) Existing and proposed buildings and structures. 3. .Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 4. A Class A roof cove.ring is required. Table 1505.1. • NON-RESIDENTIAL GREEN BUILDING STANDARDS (New Buildings) The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for commercial Qonstruction must be included on your plans. The following Green Building Standards apply only to newly constructed buildings. CGC 101.3. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 5. Storm water pollution prevention. Note on the site plan that for projects which disturb less than one acre of land shall prevent the pollution of storm water runoff City of Carlsbad 15-0975 '4/9/2015 from the construction activities through one or more of the following measures (Section 5.106.1 ): a) Best management practices (BMP). Prevent the loss of soil through wind or water erosion by implementing an effective combination of erosion and sediment control and good housekeeping BMP. See Section 5.106.1.2 for specifics. b) Local ordinance. 6. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.1-06.8. 7. Grading and paving. Note on the plans that the site grading or a drainage system will manage all surface water flows to keep water from entering buildings. CGC Section 5.106.10. 8. Moisture control. Note on the plans that landscape irrigation systems shall be designed to prevent spray on structures. Exterior entries subject to foot traffic or wind-driven rain shall be designed to prevent water intrusion into the building. CGC Section 5.407.2.2.1. 9. Waste management. Note on the plans that the contractor must submit to the Engineering Department or other Agency that regulates construction waste management a Waste Management Plan that outlines the items listed in CGC Section 5.408.1.1. 10. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall b~ provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 11. Waste reduction. Note on the plans that 100% of trees, stumps, rocks, and associated vegetation and soils primarily from the construction will be reused or recycled. CGC 5.408.3. 12. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. 13. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.410.2.5.1. 14. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. City of Carlsbad 15-0975 t 4/9/2015 15. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 16. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. 17. Pollutant control. Note on the plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7. 18. Outdoor air quality. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. 19. -Outdoor water use. -Note on the plans that a water budget shall be developed for landscape irrigation use that conforms to the local water efficient landscape ordinance. Where no local ordinance exists, show compliance with the California Department of Water Resources Model Water Efficient Landscape Ordinance. See Sections 492.5 through 492.9, 492.10 and 492.11 of the State ordinance at http://www.water.ca.gov/wateruseefficiency/docs/WaterOrdSec492.cfm . 20. Outdoor water use. Note on the plans that for new water service (or additions/alterations with > 1,000 square feet of cumulative landscaped area), separate submeters or metering devices shall be installed for outdoor potable water use. Also, irrigation controllers and sensors shall be installed. CGC Sections 5.304.2 and 5.304.3. 21. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. • STRUCTURAL 22. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall include foundation design recommendations based on the engineer's findings. (page 12 and -13 are blank) . 23. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1-) • Roof live load. Each roof live load used should be indicated. • Wind load. The following information should be provided, (Section 1603.1.4) City of Carlsbad 15-0975 1 4/9/2015 o Ultimate Wind speed (3-second gust), mph, and nominal design wind speed o Risk category o Wind exposure o Applicable internal pressure coefficient o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional) • Seismic design data. The following information should be provided. (Section 1603.1.5) o Risk category o Seismic importa_nce factor, le o Mapped spectral response accelerations Ss and S1 o Site Class o Design spectral response coefficients Sos and So1 o Seismic design category o Basic seismic-force-resisting system(s) o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), R o Analysis procedure used. 24. Page 15 of the calculation shows the roof joist is 2.5x7 .375. The roof framing plan (A-3) shows 2x8. Please clarify. 25. The concrete portion of the enclosure wall height on detail 29, 30/0-2 shall be clearly identified on the plan. 26. The construction detail of the enclosure wall on detail 29, 30/0-2 is different from sheet 33-39, 42 of the calculation (dated 4/6/2015). Please check. 27. Sheet 40 of the calculation shows masonry lintel for enclosure requires 3 feet beam depth. Where on the plan show it? Please clarify. 28. Provide calculation to justify the cable ladder framing on sheet A-4. 29. Provide complete construction detail of the "FAUX EUCALYPTUS" (pole size, footing, connection detail. .etc) that match the calculation (8+ T GRP). • ADDITIONAL City of Carlsbad 15-0975 •) 4/9/2015 30. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 31. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 32. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. ' f J • City of Carlsbad 15-0975 4/9/2015 [DO Nor PA y -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 15-0975 DATE: 4/9/2015 BUILDING ADDRESS: 1966 Olivenhain Rd. BUILDING OCCUPANCY: B BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier cell site 270 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: 0 Complete Review Reg. VALUE Mod. per city D Structural Only D Repetitive Fee "3 Repeats D Other D Hourly EsGil Fee ,__ ___ ,Hr.@• Comments.: :feyl~VJ- ($) 150,000 150,000 $803.561 $522.31 I $449.991 Sheet 1 of 1 macvalue.doc + ·l «~~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 10/02/2015 PROJECT NAME: VERIZON WIRELESS PROJECT ID: CB150975 APN: 255-031-03 PLAN CHECK NO: 2 SET#: 1 ADDRESS: 1966 OLIVENHAIN ROAD VALUATION: $150,000 :./.'. T~i~ ~Ian c~eck review is complete and has been APPROVED by the ENGINEERING ·----· D1v1s1on. By: VALRAY NELSON A Final Inspection by the ENGINEERING Div,ision is required [1Yes CiJNo : This plan check review is NOT COMPLETE. Items missing or incorrect are listed on -: the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SUAREZ@BOOTHSUARE2.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions • . For questions or clarifications on the attached checklist please contact the following reviewer as marked: PJ.ANNING ENGINEERING. F_IRE 'PREVENTION 760-602-4610 760-602-2750 . :' '760~6()2-4665 '•',' ; : . , .. ' ,; .. " . .., "" . ,' ·-... ' " -l Chris Sexton Kathleen Lawrence -. . -Greg Ryan l : ' . 760-602-4624 760-602-27 41 : I 760-602-4663 . _,., -~ -----.-... Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov ,-Gina Ruiz ----~-Linda Ontiveros L_J Cindy Wong i ' ' I ' ----760-602-4675 t ~~ .. ·-·' 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Unda.Ontiveros@carlsbadca.gov C~nthia.Wong@carlsbadca.gov ·---· :-z·; ValRay Marshall ,---. Dominic Fieri ' ' : ' l .,... ---760-602-2773 ' 760-602-4664 Va1Ray.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: MM UNABLE TO REVIEW THE BUILDING Pl:ANS UNTILTHE Pl:ANNING DIVISION HA$ ISSUED AND APPROVED A CUP FOR THIS WORK, ENGINEERING HAS REVIEWED AND HAS NO COMMENT. ADHERE TO ALL SW REGULATIONS. EASEMENTVACATED VIA DOC#2014-0020062 APPROVAL CONTINGENT UPON THE FILLING OUT OF STORM WATER PAPERWORK. ,J ) • .-~.,r-----""' -----------------------------------------. J' I • «~~ ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www .carlsbadca.gov ENGINEERING Plan Check fo-r C8150975 Project Address: 1966 OLIVENHAIN ROAD Project Description: ANTENNA WORK ENGINEERING Contact: VALRAY NELSON Phone: 760-602-2741 0 RESIDENTIAL INTERIOR 0 RESIDENTIAL ADDITION MINOR (<$20,000.00) 0 CARLSBAD PREMIER OUTLETS 0OTHER: GYM Date: 10/02/2015 APN: 255-031-03 Valuation: $150,000 Email: VALRA Y.MARSHALL@CARLSBADCA.GOV Fax: 760-602-1052 GZ]TENANTIMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r 8 a.~•• ..... ••• -• a -• I -l •~a a~ a,1 ~•a --,,a~··•~•••··-,••~• a -a,-~·~ -• a -a a -•·•., . . . . OFFICIAL USE ONLY . --· . . . . -· . . . I ENGINEERING AUTHORIZATION TO ISSUE BlflL,DING PERMIT . . • . I . i l ,. .. I . BY:VALRAY NELSON DATE: 10/02/2015 REMARKS: I CAN NOT EVALUATE THE CURRENT BUILDING PLANS UNTIL THE CtlP FROM- PLANNING HAS BEEN ISSUED AND APPROVED,· · . I . .I . ] . . . ... Notification of Engineering APPROVAL ha~ been·~eht to SVAREZ@BOOTHSUPiREZ.COM. •! via VALRA Y.MARSHALL@CARLSBAPCA.GOV ,0.11 1.0/02/2015 ] ..... . ··--.. -.. -. ··~ .. -,,. --... --.. _.;. ... -.. -...... :.,. --·. --·. ----. ---. ·--·=···--......... ,E736 Page 1 of 1 REV 4/30/11 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Date: 10/02/2015 GEO DATA: LFMZ: / B& T: Address: 1966 OLIVENHAIN ROAD Bldg. Permit#: CB150975 Fees Update by: Date: 10/02/2015 Fees Update by: Date: 10/02/20ti EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft/Units Types of Use: Types of Use: Types of Use: Sq.Ft/Units Sq.Ft./Units Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft/Units Types of Use: Sq.Ft/Units · Types of Use: Sq.Ft/Units Types of Use: Sq.Ft/Units FEES REQUIRED: EDU's: EDU's: EDU's: EDU's: ADT's: ADT's: ADT's: ADT's: Within CFD:OYES (no bridge & thoroughfare fee in District#1, reduces Traffic Impact Fee) ONO I 1. PARK-IN-LIEU FEE:0NW QUADRANT [ZJNE QUADRANT 0SE QUADARANT 0SW QUADRANT ADT'S/UNITS: r x FEE/ADT: 1 =$ o 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: I X FEE/ADT: 3. BRIDGE & THOROUGHFARE FEE: 0 DIST. #1 ADT'S/UNITS: ~ FEE/ADT: ZONE: I=$ DDIST.#2 1=$ 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: I X FEE/SQ.FT./UNIT: I=$ I=$ 5. SEWER FEE EDU's BENEFIT AREA: 1x EDU's IX 6. DRAINAGE FEES: 1 Atvi a PLDA: ACRES: IX 7. POTABLE WATER FEES: FEE/EDU: FEE/EDU: DHIGH FEE/AC: I=$ 0MEDIUM I=$ D ODIST.#3 0LOW D D D D D UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL ..,,lt.11- /' · {"Cityof :Carlsbad STORM WATER COMPLl~NCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ,/ STORM WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPRP requirements i ,/ My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I ,., ,to My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16.ofthe Carlsbad Municipal Code) ,/ My project will not:result in 2,500 square feet.or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following c~teria: • located within 200·feet of an environmerifally sensitive area or the Pacific Ocean~ and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • · construction will be initiated.during the rainy season or will extend into the rainy season (Oct. 1 through April 30), I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CllY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THATI MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE 11 MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH I' THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE ,1 DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF ·Ii CARLSBAD. 1 Ro;BeitT..x.t&Bf.Z. {JJGe.tt,). ·owNER($)/,QVVN~~A~ENT NAME (PRlN.T:) t3ENrNAME (SIGNATURE) Q(. u. '-'?'' DATE .. E-29 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS. EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4, ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHl;:N THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%), SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE, PROJECT INFORMATION SiteAddress:_J9'6 QLJ\le~HA1,J RJ>, ·· ~~s-o;r.J-o:J -~ Assessor's Parcel Number: .~,qttp --c»z. PrqjectlD:. C& (£-Q974 ConstructionPermit No.:,,,_--,------- Estimated Construction Start Date-'". -..,..,..~a.a.. Project Duration ____ Months Emergency Contact: Name:. ST£\J'f",. JOf-1,J,.So,..l 24 hour Phone: ~ 9'( -,LJ /-f3jo5"° . Perceived Threat to Storm Water Quality Medium (J;ciw} 6, ADEQUATE EROSION AND SEDIMENT I If medium box is checked, must attach a site plan CONTROL AND PERIMETER PROTECTION BEST . ' sheet showing proposed work area and location MANAGEMENT PRACTICE MEASURES MUST BE I of proposed structural BMPs INSTALLED AND MAINTAINED. _SPECIAL NOTE$_ Page 1 of3 For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP :: Approved By; _ _ _ 1 Date:.,:·;..,..,,:~_;_--~-...,.,,,- REV07/14 < ~t ~)~ ~~ £~2,; ~~ ?.. ;.. ? Erosion Control Tracking Non-Storm Water Waste Management and Materials Sediment Control BMPs Control BMPs BMPs Management BMPs Pollution Control BMPs C C C 1: 1: 0 0 0 "O u u Cl ~ (I) "O (I) C C E C E "O II) 0 C Cl <1l C 1ii <1l .E 2 :a C. (I) (I) "O ~ E l "E <1l ~ Cl ffi Q) en C ·5 ~ Cl en * Cl C "E 1/) 1/) ·c 'i:: CT (I) <1l C ~l Best Management Practice C 1ii ! C. (I) ·a "E C II) C LU C 0 ol:I ts II) ~ !Il -81!! 0 (I) (9 (I) .:c: (I) <1l E 3: ~ gi 6 C (I) <1l C () II) I ai * ~ (BMP) Description , II) f-E Cl ll !Il . -g ~ "O II) ~ (I) :5 ·e (I) <1l ..!!l <1l -~ "O t.fl ~~ C C 0 :::> ~ I ~ ~! 0 1: 0 0 !Il C)· O· <1>-~t ~i <1l c:: ll (I) l!!-l 3: 2 0 C (I) 0:: <1l NII) ~ :: (I) ~-~ iii ·a "E l I!! "O (I) (I) E .><: ai al = .0 E = 1/) :a ·c i LL 0 ... "O :a e ·-"O ll 2 .><: 0 0 C. :a (I) > t] .0 <1l ~ :C] 0 !2 l-':l ~ ~~ (I) ~ C C (I) ~ 0 -(I) .c .0 <1l .s .!!lg 175& 3: a: <1l l5 ~-8::; (9 . 1i5 u3 CJ) () u:: (9 CJ) , CJ) CJ) CJ)_ !l. ~u ~ ~: CASQA Designation , r--00 0) ..... ..-~ "'f" :z CJ? ~ 00 0 ~ ~ ..-('t) r--00 ..... ~ ('t) "'f" LO CD 00 I (.) I ..... LU LU ..-ch ch I ch I t t i i () () I LU LU LU LU CJ) -~ ~ ~ LU LU LU () CJ) CJ) CJ) CJ) CJ) (/) CJ) f-f-z z z z Construction Activity LU CJ) I')( Grading/Soil Disturbance '><:" ~-Trenching/Excavation ~ i;x stoi:koilihg >< 0rilling/Boring I Concrete/Asphalt Saw cutting 'X Concrete .flatwork . ,............, '• '>< Paving >< ~ ConduiUPioe Installation "'><:'. x. Stucco/Mortar Work >< )<. Waste Disposal >< ",( . StaQing/Lav Down Area ~ Equipment Maintenance and Fueling I)( Hazardous Substance ~ Use/Storage Dewaterino >< Site Access Across Dirt ".:><:. Other (list): 'X $ ,"rE. D< >< ---'--"" ><.;. Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description· boxes provided for that purpose and place a check in the,box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with th~ BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example -If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "$ite Access Across Dirt" row until you get to the "Stabilized Constructior;i Ingress/Egress" column-and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control-BMPs. Then place an X in the1box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To.learn more about what each BMP descriptionmeans, you may wish to review the BMP Reference Handoutprepared to assist applicants.in the selection of appropriate Best Management-Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs· to a project. E-29 Page 2 of3 REV 07/14 _, )' ,, ~ ,--------------------------------------------------------------------------------------------~ N s Scale of map I E-29 Site Map Features displayed on the map must include: • An outline of the entire property • Location and brief description of construction activity areas (e.g. grading, building, trenching, fueling areas, waste container area, wash racks, hazardous material storage areas, etc,) • Location and flow direction arrows for existing drainage facilities (ditches, channels, inlets, storm drains, etc.) • Location of existing storm water BMP controls (sediment basins, oil/ water separators, sumps, etc.) • Location of proposed storm water BMP controls with brief description or legend reference Page 3 of3 Legend REV07/14 <' VZw <'>lN.£,-.r H/11,.I t"'-ucJrcrfflL • ·,,-, . catyof C'fillsbad CL I_NSTRUCTIONS:. STORM WATER STANDARDS QUE·STIONNAIRE E-34 C:¥ -CA,1~ Development Se.rvices Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov. J To address post-development pollutants that may be gen~rated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project de!?ign per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2).· Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the fim~I assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of tt,e.development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one 9ompleted and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire., you must also complete, sign and submit a Project Threat Assessment Form with construction permits for. the project. Plei}lse start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. · ... SJ.EP 1 ,. -· . ' TO BE COMPL,ETED FOR ALL PROJl;c°J:$ . . . . . , .. To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or I other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets auidance? 2: Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are I" designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my .project does not meet PDP requirements" and complete applicant information. If. vou answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27 /13 ( T ' •" ~ ' ' .~- STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov S:FEP2 ' Toee coMPi;er.eo .FoR ALL. NEW oR REOEVE;L,QPME;Nr_e.!lo.1,,,;:c-rs_ --, To determine if your project is a priority development project, please answer the following questions: YES 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, resic/ential, mixed-use, and public develooment tJrojects on oublic or tJrivate /and. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site-on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, . industrial, residential, mixed-use, and vublic development tJr:oiects on tJublic ortJrivate land. 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lun_ch counters and refreshment stands selling prepared foods and drinks for immediate consumvtion. 4, Is your project a new or redevelopment project that creates 5,000 square feet or'more of impervious surface ' collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporarv parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a str,eet, road; highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, tnotorcvcles, and other vehicles. 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the oroiectto the ESA (i.e. notcomminales with flows from adiacentlands).* 8. is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet 9r more or (b) a project Average Daily Traffic (ADT) of 10.0 or more vehicles tJer dav. fO. ls your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. ls your project located within 200 feet of the Pacific Ocean and ( 1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? NO / / / r/ t/ ~ t/ v ti v' v' If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If. you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Man~gement Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. ·1;-34 Page 2 of 3 Effective 6127113 V , .. STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ·'·--:-·--·····-· -----···· ·-·'ST:EP03.. .--r •.• _.~--,:··-~ ·: :: _ . • • . .• _ . . ~-_ ·. 4,,JllOfi~C_O_Mf_li:][E_Q;.FOR '.R.EDEVELQ8MENitP8.0JECts J;~~ T A~~.:J>_ei:CQRi.:itY1~~YJ;i20P.EM~_N.rf: ·PRQj_E~~ta.N.~~ :. : ... ; Com le.te.lfi'e ·uestioos.below.ie ardi'i:l' " .o:ur-redeve1cr tnent · to e.ett .. . :"· YES -·No .. Does the redevelop·ment pr6jecrresult irrtne creatforfor replacement ofimpervfous suJf~®'in an amount of less than 50% ofthe surface area.of-the ·-reviousl .existrn·:\ae~lo ·metit1-1 ---------· -· ·-' _ .. -..... ··-_ .. i ·1fyoff a·nswered·"yes," tfie strucluralBMP's required for ·Priority Development Projects apply only to the creation orreplacement of - impervious surface and not.the entire development, Go to step 4, check the "my project meets PDP requirements" box and · complete applicant information. · If you answered ''hQ/' th.e structural BMP's required for Priority Development Projects apply to the entire development,, Go to step 4, ; .che.ck.tlle,1m ,; ro .. e:ctmeets PDP'if.tl · ui'i:ements" box and com· lete a·'· Jfcant'ioformatiQO;. _ _ ... _ _ ·-.. --~ __ . . _ ._ ~-.---------~-~ ... - . -. -:Sil!SP\4 . """·: ·. ···~ ,·-=,=--=-""":'--:~=-~ _ .. . --:CJ:tECK.mtlfE:AP.PBOf!RiA~1S:OX.AND:.c:or,.u~LEitE.~Pl?l:JCANT::1NFO.RMA.llil,Oti__ . . , .. 1 My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details .• My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per. the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Date: 0(.-.11-(6._ . I City Concurrence: . YES . -NO 1.:-- 'By: 1Datet 'P'foject ID:· * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State· Water Resources.Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); wafer bod[~s.-desjgnated with the RARE'beheficial use by the State Water Resources Control Board (Water Quality Control Plan for the San jjiego·flilsin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program Within the Cities and County;of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. · E-34 Page 3 of3 Effective 6/27/13 fl::" ,r. ;_~ ,aT P!.,r,)f~} ~, .. ,,,. ~_, CITY OF CARLSBAD PLAN CHECK. REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:04/02/2015 PROJECT NAME: VERIZON WIRELESS PROJECT ID: CB150975 APN: 255-031-03 PLAN CHECK. NO: 1 VALUATION: $150,000 SET#: 1 ADDRESS: 1966 OLIVENHAIN ROAD --- - This plan check review is complete and has been APPROVED by the ENGINEERIN_G Division. By: VALRAY NELSON A Final Inspection by the ENGINEERING Division is required Yes I No X This plan check review is NOT COMPLETE. lte·ms missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SUAREZ@BOOTHSUAREZ.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. · For questions or clarifications on the attached checklist please contact the following reviewer as marked: .. ., :f'IR-E:PR,EVENTl"ON; P°LANNING · ENGINEERING· .. 760-602-4610 760-602-2750 '\', '160~602-46'65 _., ·. ,' • -• ' • • < .. . . . ' ·~· '• ,,, ... .. ,~ ' , ... ~ . . .,. : ' .. -·· Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 760•602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory:.Ry:an@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602~2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontivero_s@carlsbadca.gov Cy:nth ia.Wong@carlsbadca.gov .. _{. ValRay Marshall i • ~ -· ' Dominic Fieri ; 760-602-2773 I l 760·602-4664 ·"' ValRay.MarshaH@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: I AM UNABLE TO REVIEWtHE BUILDING PLANS UNTIL THE PLANNING DIVISION HAS ISSUED AND APPROVED A CUP FOR THIS WORK. /4f~·: ... "'~···· ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL DevelopmentServices Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for C8150975 Date: 04/02/2015 Project Address: 1966 OLIVEN HAIN ROAD APN: 255-031-03 Project Desc~iption: ANTENNA WORK Valuation: $150,000 · ENGIN!:ERING Contact: VALRAY NELSON Phone: 760-602-2741 Email: VALRA Y.MARSHALL@CARLSBADCA.GOV Fax: 760-602-1052 0 RESIDENTIAL INTERIOR ::J RESIDENTIAL ADDITION MINOR (<$20,000;00) L.J CARLSBAD PREMIER OUTLETS ., GZJ TENANT IMPROVEMENT 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r·-·-··--··-··-··-··~···-··-··~--...... ~·~,·!'-~ ···--··--··-··-···-··--·-·, . OFFICIAL l;JSE ONLY · . · ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT · I I . 1· I BY: VALRAY NELSON DATE:04/02/2015 REMARKS: I CAN NOT EVALUATE THE CURRENT BUILDING PLANS UNTIL THE CUP FROM · PLANNING HAS BEEN ISSUED AND APPROVED. Notjfication of Engineering APPROVAL, ha~· beense.nt to: SUAREZ@BOOTHSUAREZ.COM' · ! -. -. . . via VALRA Y.MARSHALL@CA~LSBADCA.GOV on ·04/02/2015 ........ ,. a -a a ...... a·-s __,_ a•a -S Iii -a S -I W --SI -a S --· S --W • -a S -SI -t S -S S -ill S -S S -a••-··' Page 1 of 1 REV 4/30/11 Fee Calculation Worksheet ENGINEERING DIVISION - Prepared by: Date: 04/02/2015 GEO DATA: LFMZ: / B&T: Address: 1966 OLIVENHAIN ROAD Bldg. Permit#: CB150975 Fees Update by: Date: 04/02/2015 Fees Update by: Date: 04/02/20'k§ EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Types of Use: Sq.Ft./Units Sq.Ft./Units Types of Use: Sq.Ft./Units Types of Use: Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units EDU's: EDU's: EDU's: E0Ujs: ADT's: ADT's: ADT's: ADT's: Within CFD:l7YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ONO 1. PARK-IN-LIEU FEE: ONW QUADRANT Ill NE QUADRANT OSE QUADARANT OSW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: I X FEE/ADT: 3. BRIDGE & THOROUGHFARE FEE: 0 p1ST. #1 ADT'S/UNITS: ~ FEE/ADT: 4. FACILITIES MANAGEMENT FE!: ADT'S/UNITS: 5. SEWER FEE EDU's BENEFIT AREA: ZONE: I X FEE/SQ.FT./UNIT: 1x FEE/EDU: I=$ ODIST.#2 1=$ I=$ I=$ D ODIST.#3 D D D D EDU's I X FEE/EDU: 6. DRAINAGE FEES: 1 AIVI o PLDA: OHIGH I=$ - 0MEDIUM QLOW D ACRES: I X FEE/AC: I=$ 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FE!: TOTAL «'~ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVA-L P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.flov DATE: 1/13/16 PROJECT NAME: Verizon OMWD WCF PROJECT ID: MCUP 14-03 PLAN CHECK NO: CB150975 SET#: 2 ADDRESS: 1966 Olivenhain Rd APN: 255-031-03 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Austin Sliva A Final Inspection by the Planning Division is required D Yes lg] No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. P.lease resubmit amended plans as required. Plan Check APPROVAL has been sent to: suarez@boothsuarez.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: P'LANNlN.G . 1eo.:Go2-4sto · D Chris Sextqn 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Austin Silva 760-602-4631. Austin.silva@carlsbadca.gov Remarks: :EN~INEERJNo · : , :· >J\/{~1-rte.tiriai~N~ioN} ··:·:: : 1s0-e0~-21so • · -· · · i :. . : , . -•• :; ~:;:z6·~eoi~46~$_: · ·' \'. .;-· .. · ···· ,, ., --~:.,.; :/:!.:\'".",:'-'· .. ',.,:,, ,::,-,:;'..;: .. -. D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov D ValRay Marshall 760-602-27 41 ValRay.Marshall@carlsbadca.gov D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Linda Ontiveros · D Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov «~ ¥ C: I TY OF ·--CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK Development Services Planning Division APPROVAL 1635 Faraday Avenue ORWARD (760)602-4610 P-29 DO NOT f www.carlsbadca.E?ov ING DATE: 4/15/15 PROJECT NAME: Verizon OMWD WCF PROJECT ID: MCUP 14-03 PLAN CHECK NO: CB150975 SET#: 1 ADDRESS: 1966 Olivenhain Rd APN: 255-031-03 D This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required D Yes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. ~ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questiQns or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 76Q-602-4GiO · D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Glha Ruiz 760-602-4675 -~-Gina;Ruiz@c:-ai'lsoadca.gov Austin.si lva@carlsbadca.gov ENGINEERING' D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov D ValRay Marshall 760-602-2741 · ---YalRay.Marshall@carlsbadca.gov D Linda Ontiveros .. _ . --~ ,. . . 760-602-2773 .-'·• '' 'FIRE'.PREVENt10·N· "· · · .. :. < .'760-602-4665, . . . .. ,' •. D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong D 760-602-4662 Cynthia.Wong@carlsbadca.gov Lina1:r:0ntiver-os@ear-lsbadca.gov· ----~ Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Building permit can't be approved until MCUP 14-03 is approved. i, ~ «.~:1} "'' ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL 8UH ... DING DEP't cGGP'¥ & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov DATE: 04/16/2015 PROJECT NAME: OLIVENHAIN VERIZON WCF PROJECT ID: CB150975 PLAN CHECK NO: 1 SET#: 1 ADDRESS: 1966 OLIVEN HAIN RD APN: 255-031-03 D This plan check review is complete and has been APPROVED by the FIRE Division. By:GR A Final Inspection by the FIRE Division is required IZ! Yes D No 1ZJ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: SUAREZ@BOOTHSUAREZ.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the Issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING· .. , FIRE PREVENTION 760-602-4610 760-602-2750 -76()-,602-4665 D Chris Sexton D Kathleen Lawrence ~ Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carl&bad~a.gov Linda.Ontiveros@carlsbadca.gov Cynthia:wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Carlsbad Fire Department P, 1 ( Plan Review Date of Report: Name: Address: Permit#: Job Name: Job Address: Requirements Category: TI , INDUST 04-16-2015 BOOTH & SUAREZ ARCHITECTS 325 CARLSBAD VILLAGE DR -STE 192 CARLSBAD, CA 92008 CB150975 VERIZON WIRELESS-EQUIPMENT 1966 OLIVENHAIN RD CBAD Reviewedby: tZ A}ta~ INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0008198 [NOT MET] Corrections: Delete any reference to City of San Diego or County of San Diego Planning and Development Services. R,evise plans to include current City of Carlsbad Policies, Procedures, Guidelines and Standards where applicable . . l. The proposed standby. generator with fuel oil tank shall require that' Verizon Wireless obtain and maintain an "Operational Use" permit from the Carlsbad Fire Department. This permit shall be issued prior to Final inspection. Permit appli~ation and fee information may be obtained by contacting the Carlsbad Fire Department Fire Prevention offices at 760-602-4665. CFC 105.6.16 2. The proposed Battery cabinet and gel cell batteries shall require that Verizon Wireless obtain and maintain an "Operational Use" permit from the Carlsbad Fire Department. This permit shall be issued prior to Final inspection. Permit application and fee information may be obtained by contacting the Carlsbad Fire Department Fire Prevention offices at 760-602-4665. CFC 105.7.2. 3. Provide a 3A:60BC fire Extinguisher for the Generator enclosure in addition to the 2A:10BC fire extinguisher provided in the equipment room. 4. Provide a KNOX 3200 Series key box on a structural wall between the two area access doors. Order form may be obtained by contacting the Carlsbad Fire Department Fire Prevention offices at 760-602-4665. · Entry: 04/16/2015 By: gr Action: CO ~-«.,~ ~ CITY OF CARLSBAD PLAN CHECK· REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 _ www.carlsbadca.gov DATE: 01-25-2016 PROJECT NAME: Verizon Wireless PROJECT ID: PLAN CHECK NO: CB15-O975 SET#: II ADDRESS: 1966 Olivenhain Rd APN: This plan check review is complete and has bee1~o~I~t~~ivision. By: R. Metz BLDG. DEPT COP ... i A Final· Inspection by the Fire Division is required ~ Yes D No D This plan check review is NOT COMPLETE. ·Items missing or incorrect are listed on the attached checklist. Please resubmit ·amended plans as required. Plan Check Comments have been sent to You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions~ For questions or clarifications on the attached checklis~ please contact the following reviewer as marked: 1 .. .. -. . PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-682-2750 76(}602~466!> .. . D Chris Sexton D Kathleen Lawrence ~ Randy Metz 760-602-4624 760-602-27 41 760-602-4661 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Randy.Metz@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: **APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE ' . . . DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Page 1 of 1 ~ . • ••• Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST Date 9fReport:01-25-2016 Name: Address: Permit#: CB150975 BOOTH & SUAREZ ARCHITECTS STE 192 :325 CARLSBAD VILLAGE DR CARLSBAD CA 92008 Job Name: VERIZON WIRELESS-BQUIPMBNT . Job Address: 1966 OLIVENHAIN RD CBAD C-liliill!l!iltf~ to thi$ office for review and approval. Conditions: Cond: CON0008720 BLDG. DEPT COPY [NOT MET] ** APPROVED: 'THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF iSSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. '. ! l DLJN·N SAV'OfE JNC. STRUCTURAL EN GINEE:RJ°NG 908 S. CLEVELAND ET. OCEANSIDE. CA ~2054 ?60.966,6355 PH. ?60.966.15360 F'X. 0s,,:;:·i;ieuRF'D61.COt,i EMAIL TO ADDRESS PLAN CHECK COMMENTS FOR VERIZON -OLIVENHAIN MUNICIPAL ITEM DESIGN CRITERIA DESIGN LOADS 1966 OlivenhainRoad Carlsbad, CA 92009 (DSI PROJECT N·o .. 14-102.26) (ARCHITECT: Booth & Suarez) NOVEMBER 18, 2015 TABLE OF CONTENTS CABLE LADDER FRAMING DESIGN ENCLOSl,JRE MASONRY LINTEL DESIGN ITEM PLAN CHECK RESPONSE PAGE 1 2 3-S 6-7 24. Pleas~ refer to updated sheet A-3, 3x10 ripped roof joists are now being called out on the plans. Page 15 of the original calculations were for 3x10 ripped roof joists. 25. Please refer to the updated details 29/02 and 3()/D2. The concrete portion of the enclosure walls are now being called out. 26. Details 29/02 and 30/D2 have been changed to reflectthe original calculations on pages 33-39, 42. 27. Please refer to pages 6-7 of the current calculation package and updated Detail 43. The depth of the beam used in the calculation matches the updated height shown on the detail. 28. Please refer to updated sheet A-4, a new "2 --Bar" support ·has been added and the ledger has been bumped up to a 3x10. Details 8/D-1 and 9/D-1 have also been updated to call out the embedment of the lag screw connect,on. The design is on pages 3:.5 of the current calculation package. aJtS.0'17S" DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. Ot;EANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (7601 966-6:360 JOB. SHEJ:TNO. Verizon -Olivenhain Munici al 1 OF QE§IGN CRITERIA CODE: 'SEISMIC: 2012 International Building Code (IBC} 201.3 California Building Code (CBC} Risk Category of Building: II Seismic Design Category: D le= 1.00 Fa= 1.0 Fv= 1.563 Sos= 0.804 S01 = T= R= no= Cd= ·0.455 0.112 5.00 2.50 3.50 CALCULATED BY CHECKED BY SCALE sec HG (Strength Design) (ASD) DATE 12/14 DATE Seismic Base Shear: V = 1.0E = V=0.7E= Vw/p=1.3= 0.161 0.113 0.146 *W *W *W ASD Seismic Design Force WIND: WOOD: Basic Wind Speed = Exposure= NOS 2012 110 C STEEL: MPH (3-sec G!-lst) AISC. 14TH EDITION MASONRY: MSJC 2011 CONCREtE: ACI 318-11 FOUNDATION CRITERIA PER TORO INTERNATIONAL (PROJ # 13--109.49; 2/16/15) EQUIPMENT SHELTER CONTINUOUS FOOTINGS ALLOWABLE SOIL PRESSURE FOR D+L LATERAL EQUIVELENT FLUID PRESSURE COEFFICIENT OF FRIC:TION SHORTTERMINCREASE RETAINING WALL FOOTINGS ALLOWABLE SOIL PRESSURE FOR D+L LATERAL ACTIVE EQUIVELENT FLUID PRESSURE LATERAL PASSIVE EQUJVELENT FLUID PRESSURE UNIT WEIGHT OF SOIL COEFFICIENT OF FRICTION SHORT TERM INCREASE 1500 PSF 300 PCF 0.25 1.33' 2500 PSF 43 PCF 300 PCF 120 PCF 0.25 1.33 l I DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: !7601 9·ss-sass FAX! ('760·) 966-636D PESfGN LOADS EQUIPMENT SHELTER ROOF DEAD LOADS (osf) Built-Uo Root Membrane 2.0 1/2" Plvwd. Sheathinci 0.8 2J,C10 <@ 24" o.c. 2.0 ,Insulation 0.8 fi/8" Gyp. Board 3.1 ME&P o.s Miscellaneous 2.2 l:Dead Load 1'1.4 Slope Factor 1.055 D\djusted Dead Load 12.0 Live Load 20.0 ENCLOSURE CHAINLINK LID DEAD LOADS (osfl .9 GA 1" x 1" Mesh 1.7 3" Steel Pipe 4.0 Misc 0.8 l:Dead Load 6.5 JOB Verizon -Olivenhain Munici al SHEEJ:NO. "l,. . OF CALCULATED B HG DATE 11/15 CHECKED BY DATE SCAt:E ENCLOSURE CMU WALLS DEAD LOADS (osfl 8" Sdlid.GroutBlock Wall 84 Misc 6.d l: Dead Loads 90.0 ENCLOSURE CONCRETE WALLS DEAD LOADS <osf) 8" Concrete Wall 100 Misc 5.0 1: Dead Loads 105.0 EQUIPMENT SHELTER CMU WALLS DEAD LOADS. (osfl 8'' Concrete Block Wall 84.0 5/8" Gyp. Board 3.1 Miscellaneous 2.9 l: ueaa Loaa 90.0 EQUIPMENT SHELTER CONCRETE WALLS DEAD LOADS (osfl ai• Concrete Block Wall 100.0 Miscellaneous 5.0 I:.Dead Load 105.0 I · I I ( I . ' Dunn Savoie Inc. . Structural Engineering 90S S. Cleveland St., Oceanside, CA 92Q54 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com co~rct e,l.,oo\(, WALL,. Tfp L.\Wlf'~ 'r1'f -,' .. Coif!, Zil o ~-----r---,----,r--.....-1 -tJl>(:l{ 12- t>lt'.~1bP --tt---1 11-1'\7 f\~Mtit? . J. y 1! ,I-;I \,5 ~-A' J< j-.I Cf 1S I '3' \,11 f\ ~ t--J. & fL--f (1,51/i-) -r ZI f'Lf,, (3/r,,,,.-z:) r,~ 01,, \b& ',, 47., SHEETNQ, ________ OF _____ _ CALCULATED.BY __ --.;.,..)+_(.,, ___ DATE __ }-'J (~/_e._,_(_J_l:5"_ J j CHECKEDBY ________ DATE _____ _ SCALE---------------- · l?f?'\GilV 'tl0~C ~t'., t~~/>if/-4V~ '{\/,( Of ~e,-)\-'j'? $fA'PPO~C,,,. "'"' {,, .pt,.f CAf,t-f urPP</2 ,'11:' ~ '2-:PW l l! f?U~-: CO!rY CA~L-( vt :,:, J'1 ft,.'f f'lAY J i' ,t :J J• ;,f A f /J..; f I ,/ 2 1,,' >' :s' kV P-z..,, i, P(..f ~ (~. ~;/2 -t ~ 1/i.) e7 f'1. --1? -B tb? f':s~ lf.Ctpr.,,( (-;,'51/1,) r 'Zlfl-f ( 1//z-~Z1/1.) 'l f'3 -:,--71 lh? f'1 ee Lf.{,fC,,\'& [ "?,S/i-) t "2-J,ftf (_ 't-/'l--r-l,z') =7 f'i ,. ~5 (bs 0 PRODUCT 207 Description : DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90S S. CLEVELAND ST. CCEAN&IOE, CA. 9.2054 PH: 17150) 9615-15355 FAX: (760) 966-6360 2-BAR SUPPORT ANALYSIS General Beam Properties _ Elastic Modulus 29,000.0 ksi Span #1 Span Length = 13.670 ft T Project Tille: Verizon -Olivenhain Engineer: HG Project Descr: Proiect ID: 15-100.26 Area= 10.0 in"2 Mom·ent of Inertia ::: 100.0 in"4 O(QrB) 0(0.071) T' l 1.. Span= 13.670 it ·--~P.~liQd toads Service loads entered. Load Factors will be applied for calculations. Load(s) for Span Number 1 Point Load : D= 0.0820 k@, 3.0 ft, (P1 l Point Load: D = 0.0680k @,5.0ft,.(P2) Poiril Load : D = 0.0680 k @, 6.50 ft, (P2) Point L9ad: D = Q.0710 k@, 9.50 ft, (P3! Point Load: D = 0.0710 k@, 12.50 ft, (P4l DESIGN SUMMARY Maxlmurn ·sending = Load Combination Location of maximum on span · Span# where-maximum occurs Maximum Deflection Max Downward·Transient Deflection Max Upward Transi,n!'Deffection Max Downward Total Deflection Max.Upward Total Deflection 0.719k-ft +D+H 6.493ft. Span# 1 0.000 in 0.000 in Ci.008 in 0.000 in Maximum Forces & Stresses for Load Combinations MaxirriurriShear = Load Combination Location of maximum on span Span·# where maximum occurs 0 0 20153 0 0.1895 k. +D+H 12.508 ft Span# 1 L~dC;;-,;;6i11ation· -· -. . . ---·· -. Max Stress Ratios -----,;;S-::-um=. m=a:::c·ry-=-01:.;M.::o-::-m-en-;-'.t V.;ca"luc-es:----------=s-um~. ma-ry-o.,-cf s""h-ea-,r V,.,...a.,...ju_es_ Segment Length Span#-M V Mmax + Mmax -Ma -Max Mnx · Mnx/Omega. Cb Rm Va McllC Vnx Vnx/Omega overall MAXimuril Envelope Dsgn. L = 13.67 ft 0.72 +D-tH Dsgn. L = 13.67ft 1 0.72 Overall Maximum Deflections ·---~-----·------------ 0.72 0.72 0.19 0.19 Load Combination Span Max.·~· DeH Location in·Span Load Combination Max. '+' Defl +D-tH 1 0.008.1 6 .. 767 0.0000 Location in.Span 0.000 Vertical Re_act_i~JI~----_ . -·-·-·----______ _ ___ S_u.:..s1>po_rt_no_ta_tio_n_: F_a_r l_eft_is_#_1 ______ v_al_ues_in_K_IP_s ______ _ L~d Combinailon Support 1 Support 2 Overall MAXimum 0.171 0.189' Overall MINimum 0.171 0.189 .o-H 0.171 0.189 \_ . "fA-/.\-'/ Dunn Savoie Inc. Jos __ . __ Y__;_t_· rt_rw""""._t.J_,_o_L-1_v'_\tf ___ RV_H_~_1_iv_111_t.>..:..µ_J?1_f-_~_L-_ Structural Engineering 908 S. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com SHEETNQ. ___ ~----OF _____ _ CALCU,LATED BY_· ~-1,r_(;_., ____ DATE __ )!+-/_/~-'/'-/-~-- CHECKED BY ________ DATE _____ _ SCALE-----~---------- M KA,"' ~ 7, \ 4 \~ ... f---\-- r1 v-A Ai~ ® .ft-z,C?J V· --1 h 'CA\..-C.,v\L..A-G{f: -& ,,tcoc,;v 1-4-V OVuJS Of-a_· ~A~ !S>'v'\P'f'~ie-,~ j\.o/$(.,\V""lf.; :J. -Zr5"'Y~/io"" $-Pr!?-S. ~ ~ )' f?o/ :i s r ei·, ~ 1'.?; z. s1 ' /v) y: -z- s ~ C,,7'D if)'7 Mt(~ o,~ ~ ~g ~t;,; 'J( 0,1~ \."' M J'r Z ] '5 ,t-j '1 ~/) ~ > M'MAy i, 6, ~;, \<-,n I 2--'BA¥ ~'4 f' fO ?O I ,s, ,A !P! t< VA-t; t:. I \/Mfr/~ j0q. \!?<;;> C \i-':) Yi /r {i vAU.~ y;/ "t-,,, 'f M 1311 l? M it:-~f, u.~~ L-i) Yz 1' ¢ 1.Af,..1/{. ~I -z,,,,. t11µ, ft-Y1B~v(lt1Nr \ '-''J!P COrV-r-J w r ,N',) V.7 '3 ><'IO W. ¥' 07 C--e... D PROOUCT207 f ' I f l ' r ,. ll1l11llll ~=.::=•.:....::~~m•• Project Title: Verizon -Olivenhain Engin!3er: HG Project ID: 15-100.26 90B S. CLEVE:LAND ST, _ 11·-0C£ANSIIDE:, CA, 92054 I PH: (760) 966·6355 · --' ···· F"AX: (7150) 966·153150 Project Descr: .File= u:~1s~ ~'Siiie?'-IHlsroJil!JW~§ll~~~~.i(_ . . . . .. ... .... ... .... .. .. __ .. . ... ENERC.-.1:ClilNC,J983;20j Description : Enclosure masonry lintel design (8' max) I Code References I C1:1lculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 j General Information rm 1,500.0 psi Fs 24,000.0 psi Em = fm * 750.0 Wall Wt Mult 1.0 Block Type Normal Wt Lateral Wind Load 26.60 psf Lateral Wall Weight Seismic Fai:tor Calculate vertical beamweight? 0.3220 No Clear Span Beam Depth Thickness End Fixity Equiv. Solid Thick Wall Weight E n 8:0 ft 1.670ft 8 in Pin-Pin 7.60in 84.0 psf 1,125.0 ksi 25.778 Beam Support j Uniform Loads #1. #2 #3 #4 DESIGN SUMMARY ft ft ft ft I EndX 8.0. ft 8.0 ft ft ft Maximum Stress RaUos... YmJ 1-#5 bars I 811Cleor0·--- Dead load 0.0490 0.2850 L : Floor Live Lr : Roof Live Maximum Moment Vertical toads • fb/Fb 0.1548 fv/Fv 0.2507 Lateral 0.08592 0.03067 Combined .. 0.1m : 1.00 0.2526: 1.00 · for Load Combination : +D-+H Lateral Loads Rebar Size 5 # Bars E/F 1 Top Clear 6.0 in Blm Clear 4.0 in # Bar Sets 1 Bar Spacing 3.0 in •• W : Wind E : Earthquake Actual 2.672 k-ft 0.2528k-ft Design OK k/ft k/ft k/ft k/ft Allowable k-ft 17.258k-ft 2.943 for l:.oad Combination-: +0+0.70E-+H Minimum Mn =-1.3 * Fer * S = Vertical Strength As rho np k : ((np)"2+2np)".5-np j=1-k/3 M:mas=Fb k j b d"212 M:Stl = Fs Asj d 5.529 k-ft 0.620 in"2 0.005069 0.1307 0.3970 0.8677 19.005 k-ft 17.258 k-ft -Maximum Sh.ear Actual Allowable Vertical Loads 10.924psi 43.571 psi for Load Combination : +0-+H Lateral Loads for Load Combination ; +D-t0.70E-+H 1.188 psi. 38.730psi Lateral Strength As. rho np R ; (np112+2np)11.5--np j=1-k/3 M:mas=Fb k jb d112/2 M:S11 = Fs Asj d· (Checking lateral bending for span) · 0.310in"2 0.002912 0.07506 0.3196 0.8935 4.542 k-ft 2.943 k-ft I. f ' ,, Project Titre: Verizon -Olivenhain DUNN SAVOIE INC, STRUCTURAL E;Nl31NEERING ·en~in~er: HG Project ID: 15-100.26 908 S. CLEVELAND ST. Pro1ect Descr: OCEANSIDE, CA. 92054- PH! (760) 966-6355 FAX: (7601 966·6360 .. :-·.---, --· ····Fi~ =-ii;1@aJi11ai\1shar.oo1flil9tli ~S\i~.tliisi,oi@Wenio,F: . --.. -. -..... -----· ---· -' -----·-,._ • .• __ :" _:,: __ -_·j_,:, -. :'i..~ .. .' .. ·, ... ·ENERCAlCJf -.. I Description : Enclosure. masonry lintel design (8' max) I Detailed Load Combination Results Loact·combination Vertical Lateral Mmax Mallow fv :·Vert Fv: Vert Mactual Mallow fv Fv k-ft k-ft !)Si psi k-fl k-ft psi psi +D+H 2.67 17.26 10.92 43.57 0.00 2.94 0.00 38.13 +D+L+H 2.67 17.26 10.92 43:57 0.00 2.94 0.00 38.73 +D+Lr+H 2.67 17.26 10.92 43.57 0.00 2.94 0.00 38.73 +D+S+H 2.67 17.26 10.92 43.57 0.00 2.94 0.00 38.13 +D-t-0.750Lr-t0.750L +H 2.67 17.26 10.92 43.57 0.00 2.94 0.00 38.73 +D-t-0.750L-t0.750S+H 2.67 1'7.26 10.92' 43;57 0.00 2.94 0.00 38.73 +D-t0.60W+H 2.67 17.26 10.92 43.57 0.21 2.94 1.00 38.13 -t:D-0.60W+H 2.67 17.26 10:92 43:57 0.21 2.94 1.00 38.73 +Dt0.70E+H 2.67 17.26 10:92 43:57 0.25 2.94 1.19 38.73 +Q,0:?QE+H-2.67 17'.26 10.92 43.57 0.25 2.94 1.19 38:73 +D-t0.750Lr+0.750L +0.450W+H 2.67 17:Z6 10.92 43.57 0.16 2.94 0.75 38.73 +D-fQ;750Lr+0.75dL-0.450W+H 2.67 17;26 10.92 43.57 0.16 2.94 0.75 38.73 +D+0.750L +0.750S+0.450W+H 2.67 1716 10.92 43.57 0.16 2.94 0.75 38.73 +D-t0,750L-t0:750S-0.450W+H 2.67 17:26 10.92 43.57 0.16 2.94 0.75 38.73 +D+0.7-50L-t-0.750S+0.5250E+H 2.!37 1?.26 10:92 43.57 0.19 2.94 0.89 38.73 +D+0.750L +O. 750S-0.5250E+H 2.67 17.26 10.92 43:57 0.19 2.94 0.89 38.73 -t0.600-tQ.60W+0.60H 1.60 17.26 6.55 43.51 0.21 2.94 1.00 38.73 -t0.60D-0.60W+0:60H· 1.60 17.26 6.55 43.57 0;21 2.94 1.00 38.73 +0:600+0.70E+0.60H 1.60 17.26 6.55 43.57-0.25 2.94 1.19 38.73 -t0.60D-0:.10E,tQ.60H 1.60 17.26 6,55 43.57' 0.25 2.94 1.19 38.73 (Page 1 of 33) Structural Calculations with Foundation Design For: 45'-0" TALL RFTRANSPARENT MONOEUC U.S. PATENT# 7616170 Location: OMWD OPS CENTER (NS-028-01) 1966 OLIVENHAIN ROAD CARLSBAD, CA 92009 SAN DIEGO COUNTY Prepared For: at&t Dated: June 14, 2010 Revised August 23, 2010 Revised September 10, 2010 Solar Communication International, Inc. 8885 Rio San Diego Drive, Suite 207 Sail Diego, CA 92108 phone 619.243.2750 fax619.243,2749 www.RFTransparent.com 1· l I I ! (Page 2 of 33) JOB .NO.: U1085-336-101 DATE: 06/14/10 SHEET DESIGNED: JSP CHECKED:RNE OF PROJECT: OMWD OPS CENTER Design Criteria: Code: Structural design is based on the California Building Code, 2007 Edition (2006 IBC) Wind: Basic wind speed = 85 mph (3-second gust} per the TIA-222-G standard. Wind importance factor, I = 1 Occupancy category: II Wind exposure: C T opographlc category: 1 Crest height: 0 ft Ice: None per the TIA-222-G standard Seismic:: Seismic loads are based on the California Building Code, 2007 Edition (2006 IBC) and the TIA-222-G standard Seismic importance factor, I = 1 Occupancy category: II Mapped spectral response accelerations: Ss = 1.17g S1 = 0.44g Site.class: C Spectral response coefficients: Sos= 0.78g So1 = 0.399g Seismic design category: D Basic seismic-force-resisting-system: Telecommunication Tower: Steel Pole Seismic base shear, V = 6 k Seismic response coefficient, Cs = 0.52 Response modification factor, R :::: 1.5 Analysis procedure: Equivalent lateral force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other sl_milar work and as required by the building code. 3 These calculations are limited to. the structural members shown In these calculations only. The connection of the members shown In these calcula.tlons to the existing structure shall be by others. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining mem·bers. f • t I 1 ! (!?age 3 of 33) ' I -I PROJECT: OMWD OPS CENTER Structural Steel: JOB NO.: U1085-336-101 DATE: 06/14/10 SHEET DESIGNED: JSP CHECKED:RNE OF 1 Alf structural steel code checks based on the AISC-LRFD, 3rd Edition per the TIA-222-G standard .2 All 18-sided, tapered shaft steel to be per, U.N.O. 2 All steel pipe to be per ASTM A53 GR. B (35 KSI), U.N.O. 3 All steel round tubes (HSS}to be per ASTM A500 GR. B {42 KSI), U.N.O. 5 All steel rectangular tubes {HSS) to be per ASTM A500 GR. 6 (46 KSI), U.N.O. 6 All steel wide flange shapes to be per ASTM A992 (50 KSI}, U.N,O. 3 All other structural steel shapes & plates shall be per ASTM A36 {36 KSI), U.N.O. 4 All anchor bolts shall be par ASTM F1554 Gr. 55, U.N.O. 5 AU bolts for steel-to,.steel connections shall be per ASTM A325N, U.N.O. 6 All bolted connections shall be tightened to "snug tight" condition as defined by AISC 7 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1 .1 8 All steel surfaces shall be galvanized in accordance with the ASTM A123 and ASTM A153 standards, U.N.O. Fiberglass Reinforced Plastic (FRP): 1 AU structural shapes shall be produced using the pultrusion process. 2 All cut edges and holes shali be sealed with a resin compatible with the resin matrix used in the structural shape. 3 The fabricator and contractor shall exercise precautions necessary to-protect the fiberglass pultruded structural shapes from abuse to prevent breakage, nicks, gouges, etc. during fabrication, handling, and installation. 4 Structural shapes shall be fabricated and assembled as indicated on the design drawings. 5 Flrabolt bolts and nuts shall be tightened to -snug tight and turned an additional 1/2 tum and locked with epoxy. Foundation I Concrete: 1 All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of "Building Code Requirements for Reinforced Concrete", ACI 318-05. Foundation installation shall be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers", ACI 336, ·1atest edition 2 All concrete shall have a minimum compressive strength of 4500 psi .at 28 days. 3 Cement for all concrete shall be type V with a minimum of 6% entrained air. Maximum aggregate size shall be ¾". 4 Reinforcing steelshall be per ASTM A615 Gr. 60, U.N.O. 5 Foundation design is based upon the project soils report prepared by: TORO INTERNATIONAi,. PROJECT NUMBl=R: 08-117.4 DATE: 6/7/2010 6 Approximate concrete volume for drilled pier foundation = 14.2 cubic yards. . ---·· -.-.. ·-· .... _,. ______ ,I'-·--·--···-·-·~---·-. -~ .. •,• ·-.... ":"-·---·w:r.-""t•-·-r ••.••. 'T"·--. -----~ -----------··-----····-·· ---------,.------------------~------? $ t/ BRANCHES 45'-o" BOTTOM OF BRANCHES 15,:_0" RFTRANSPARENT BARK TO TOP PROVIDED BY SCI, ING. $ GROUND LEVEL • o·-o· D 'en' CON n ---~c ~ C.L. Of PANEL ANTENNAS 39' -0" A.G.L. 6"Wx12"H UNREINFORCED ACCESS PORT ± 5' -0" BELOW CARRIER, TYP. OF (3) UPPER TRUNKS 12 3/4" 0;0. x 0.25" WALL, UPPER TRUNK, TYP. OF (3) t/ MAIN TRUNK ni'-o" AG.L. t/ ACCESS PORT , 3'-0" AG.L. t/ FOOTING 0'-6" A.G.L. --..._ $ GROUND LEVEL 0'-0" NOTE: SEE DETAIL 2/S2 FOR UPPER TRUNK SPACING AND MAX BRANCH DIAMETER ...e--.---< C.J.P. TYP. 30" 0.0. X 0.375" WALL MAIN TRUNK REINFORCED ACCESS PORTS PER DETAIL 8/S2 DRILLED PIER FOUNDATION PER SHEET S3 V "' "' g, ~ ; ,. ___ .. --------, .-----......... --·-----~---... --.._..,. .. .,. .. __, ... -.. , ~ ~ ~ in ~ ~ ,,,.. -~ ~ ~--·"•····------~-·-__ .,_ " ···-.... ··-· . -·----------------------~----- Area, Perlmeler, Sounding box, Centroid: 14456 sq In_ 1002 rn ¼ .j43 --143 rn Y, 0~ -· 336 in X,0.f')0 rn Y: l18 In ~-------------------- / MAX BR,t\NCH DIAMETER -- I HAX UFFER TFilNK DIAMETER -A ..s:.. 'iii "' lQ ,,.. (II Ut 0 Hi f', "' ~ (Page 6 of 33,) JOB NO.: U1085-336-101 DATE: 06/,14/1 0 SHEET PROJECT: OMWD OPS CENTER Branch Weights 3' Antenna Cover 5 4'-5' Top Crown 15 . 6' 20 8' 24 10' 26 Branch Distribution I I I lbs bs lbs bs bs Total Weight Branch Size Number (lbs) Total Branch Weight.___21_2_1_~ Branch Wind Area Total Branch Area .:=iI,,,:74.~:5(t:H/ sq-in Upper Branch Area •\\-:)p'3_§:81:t:tit= sq-in Branches per foot '-'lv-::·~ --"~}'0I:·"'-~'-- Total Branch Wind Area 336 sq-ft Uooer Branch Wind Area 287 sq~ft Upper Trunk Branch Centroid 'i)~-~0Jl&/::t(i inches Total Branch Centroid 'ttt:;-ioO:/i:t~h incl:les Max Branch Radius ·\(f:t1{8-3.?~f ft OF DESIGNED: JSP CHECKED: RNE (Page 7 of I ( I l ' I I t r I I ' ~ "' ., C 0 'B c:l 33) ,_ ,i: iii a: ,i: iii a: .., ~ a: ., -~ 360ft .... ~ ~ (0 32.f ii "' '? m ~ ~ ~ ~ ~ 20.< ft ~ 9 N lo 1a.c n i §; :;;-v a " i 'C C I!! ~ .3 Cl. I I DESIGNED APPURTENANCE LOADING ELEVATION TYPE ELEVATION 39 Branches 33 39 lipper Trl!ok 28 MATERIAL STRENGTH Fy. FU GRADE F Fu 35ksl 63ksl I 111 TOWER DESIGN NOTES 1. Tower is located in San Diego County, California . . Tower designed for Exposure C to the TIA-222-G Standard . • Tower designed for a 85 mph basic wind In accordance with the TIA-222-G Standard. • Deflections are based upon a 60 mphwind. 5. Tower Structure Class II. I 6, Topographic Cat ory 1 with Crest Height of o.oo ft Phons: FAX: 0 ALL REACTIONS ARE FACTORED AXIAL 3171 lb SHEAR ~~ MOMENT 4449 lb L.J \ 80450 lb-ft TORQUE 29726 lb-ft REACTIONS-85 mph WIND . ~ob: OMWD OPS CENTER· Uooer Trunk P(Ojac!: U1()85-Prellm en enc Solar Communlcattons International, Inc.I Drawn by: Jacob Proclo Code: TIA-222-G I Date: 09/10/10 Path: tt'lliOlf JCAM,l(IM.1••i,10 c.,,., ..... , App'd: Scala: NTS Dwg No. E-1 (Page 8 of 33) TIA-222-0 " 85 mph Exposure C Maximum Values g C 0 I w 38. --'----Vx ------------Vz Global Mast Shear (lb) ' ' . ' ·1: ,, 1: ,, ,, ,, ,, ,, ,. 1: ,, ,: ,, ,, ,, " !J 1; " r-- l !!000 : I --.,. __ 32.00 -------------¾-------------~--------------~-----...... >"'., ..................... .. : .: : :! : : : l! I I I IJ : { : i! : : l: I I 11 I I It I I II I I I• : ; i: ' . .. I I 11 I I 1• I I JI I I I' I I II : : I: I I 11 ! ! :: f ! 1: I I Ir } l \ I I 1\ I I ,\ : : i : \ I I I \ : ! ! 1 I I I I I I I I I I I I J : I :· : : : ! ; -; :· ! l : : : ! ; I I I I ! : i i I I I I i ; l ! i : ,. : : I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t : : : f I I I I I I I I : I i : i I :· : I : t I .: I ; : r •I I I I I I I I I 1 I I I I ; ! : : : : I : : r I I I I I I I I 1 I I I I I I I I I I I 1 I I I I l I I I -------------t-------------~-------------~ -------------t--. ·i--------! ! l ! ! i ! 1 ! ! i ! I ·1 i, I I I I I I I I I I I I 1 I I I I I I _..I .: : : : I 6000 0 ----Mx ------------Mz 7 Global Mast Moment (lb-ft) ' ' ' 50000 ' ' ' ' 100000 8.00 ' : ' ' "\ ! \ ! ! l ! \ ; ~ : I \ ' \ \! -----\-----t--~---i------i---~~- !\ : ! : o\ I • I l I I I\ I I 1 I I I : \ : : I \ I I I ' I I I I I I o L I I I l I I I ' I I : \! l i ! \! i ! ' !, ' ' I I~ I I l i\ I ! : : ', : I I ' I I t I t , I I I I I 1 I 1 , L I i l \ : ~ i i \j : I : ~, ! i i \ : : : \L i ! i \ ,I J I \ I I I I \ I : : : \ : I I I lj i : : "< I I I II I I I I\ f 1 I Ii l I I\ I I f I ' I I l : ! : \ : : : \ : : i \ I i ! \ .! i : \ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' -1-i--· r-+·-- 1 i i i ! ! ! 111 ' . ' ' ' ' j i i '\ : : : \: : : : \: : : : 2.00 i ! : ~ ! ! I I O i\ I I I 20.00 ------r------1------1------1-------------1 \ ----r -----r------1----~- Phone: FAX: l : ; : : \ t : : I I I 1 I l I t I : : } : : ', : : : l f I I I I I I I ~ : : r : \ : : : I I I I I ~ I J O I I I I o \ I I I 1 I I l I \I I I I o I f I lf I f O o I I , \I I I 1 o I I I I I • I I I I I I o 50000 Job: OMWD OPS CENTER~ Upper Trunk ProJec1: U1085-Prelim 18.00 100000 Cllenl: Solar Communications International, Inc.I Drawn by: Jacob Procto Coda: TIAc222-G I Dale: 09/10/10 Path: 11·-,.-..i1,c...i App'ct sea~; NTS ~No. E-4 (Page 9 of 33) 0 38. 32. Deflection (In) ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' r .. 0,5 --i---~--t--~-----{--..:... -~---:-----~---:---}--.;--- I I I. I I 11 1· I ! ! 1· J l i : i i i r 1 i I I I } t I I O I I } : : ~ I : : ! :· : : :· ! ! l ; l ! ! l l : I I I / I l I I I O I I I I I I I I I I I { /_ i ! i ' : I ! 1 i f r ! : : I : ~ : : : : f I I i i i 11 111 I I I I t I I t' 1. I ~ l . l ! ! l ! l ! : ! t I : !' ! : ! : : : ·: :-! ! ! i i i : i : l I ! ) I t I I J I i . : I I ! I : ! ! : ! 1 : I I ! i .. .. ! i . i 11 i . --rrrr--rrrr--rrrr r ~ 1 ! ~ i i ! ! i l ! < I I I I O I I I I I I ~ : : : : : : : : : : : r I I I I I I I \ J I I I \ 1 I 1 o I I I I I I [ : : : : : : : : ~ : =-~--'-~-'-+-~~~--'~1--'----'--.·..;. 0,5 1.5 TIA-222-G -Service -60 mph o. Tilt (deg) I I I I I I I I ·, I I I I I I I I I I 0,5 _______ ._t_ ________ L ____ • ___ 1-•• __ -•• __ l. --·--·- I f_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ------··· --··-·---!·-······ -I -••••••• L.·-··--·· I I I I I I I I I I I I I I I I I I 0.5 0 Maximum Values ~ Twlst(deg) 0.05 0.1 o. 15 0.2 I I I I 111 I I 11 I 11 I I I I I I I I I I I 111 I I I I I I I I I I I I I 11 I I I I I I 11 I I I I I I I 11 I 111 11 f I I 111 11 I I I I 11 I 111 I I I I I 11 I I I I I I I I I 111 11 I I I 11 I 11 I I I 11 I I 11 111 I I 11 I I I I I 11 I 1111 111 I I 11 I I I I I I I I 1111 I 11 I I 111 I I 11 111 I I I I I 11 I I 1111 I I 11 I I 11 I 11 l I I I I 11 I I 111 I 11 11 I 11 I 11 I I 1111 111 I 11 11 111 I 11 I I I 111 111 I I I I I 11 I I I I I I 111 I l I I I 11 I 11 I I I 111 11 I I I I I I 11 I I I 111 11 I I I 111 .L.LLL .LLLL .J.J.J.J .• J.J.L.L ••• L •• L.L : 2.00 I I I I I I I I 11 111 I 11 I I I I I I I I 11 I 11 I I 11 I I I I I I I I I I 11 I I I I I I I I I I I I I l 111 I 11 I I I I I 11 11 I I I I I I I I I I I I I I I I I I I 11 I 11 I I I I I I I I I I I I I I 11 11 I I 11 I I I I 11 I I I 11 I 11 I I I I I I I 11 11 I I I 11 I I I I I I I 11 I I I I I I I I I l I I I I I I I 11 I I 11 I I I I I I I I I 11 111 I I 111 I I I I I I I I I I I I 111 I I 11 I I I I I I I I I I I I 111 I I I I I I I I I I I I I I I I 111 I I I I I I I 11 I 11 I 11 11 I I I I I 11 I I I I 1111 l I I I I I I I I 11 I 1111 11 I I I 111 I I I I I! I I 11 I I I I 11 I 11 I 111 I 11 I I 1111 I 111 11 I I 11 I I 111 I I I I I I 11 I 11 I I 11 I I I 11 \ I I I I I I I I I I I I I I I I I I I I Ir I I I I 11 I I I I f I I I 11 I I I I 11 I 11 I I I I I I 11 I I I 11 I 11 I I I I 11 I I 1111 I 11 I I I I I 111 I I 111 I I I I I I I 111 I 1111 I I I I I I 11 I 11 I I 11 f I I 11 I I 11 I 111 I 111 I I I 11 I I 11 I I I I 11 I I I I I I I 11 I 111 I I 111 I 11 I I I I I .LU .. . LLLL _J.LJ.J. .LJ.LL. .L_U.L ~ I I I I I 11 I I I I I I I I I I I I I I 11 I I I I I I 11 I I I I I 11 11 I I I I I 11 I I I 11 I I 11 I 11 I 11 I I I 111 I 11 I 11 I I 0.05 0.1 0.15 0.2 0.25 1<>b: OMWD OPS CENTER -Upper Trunk Project; U1085-Prellm CNoot: Solar Communications International Inc.I Drawn by: Jacob Procto App·d: Phone: Cade: TIA-222-G JDale:09/10/10 Scalo: NTS · FAX: Path: c...,.,,e.1,o•~h,o·-DwgNo.E-5 .11',oTon-e<'l'WIIPnl.lf (l?age 10 r r. i: ,· ' of 33) t ·- RISA.Tower Job OMWD OPS CENTER-Upper Trunk Project U1085-Prelim Client Phone: Solar Communications International, Inc. FAX: There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located ih San Diego County, California. Basic wind speed of85 mph. Structure Class II. ExposUl'e Catego1y C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Page 1 of 11 Date 12:01:10 09/10/10 Designed by Jacob Proctor Local bending stresses dne to climbing loads, feedlihe supports, and appurtenance mounts are not considered. Section .8/evafion Section Pole Pole· Socket Length Length Size Grade JI 11 3 8.00-32.00 6.00 Pl2xl/4 A53~B-35 OS ksi) 12 32.00-:2.0;00 12.00 Pl2xl/4 A53-B-35 (35 ksi) L3-20.00-18:00 2.00 PlOx.365 A53-B-35 35 ksi) 1'ower Gitsset Gusset Gusset Grade A4iust. Factor At.ijust. Weight Mull. Do11bie Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (pel'jace) A, Spacing Spacing Diagonals Hori.otttals f In In In Ll 38.00-32.00 0 0 L2 32.00-20.00 0 0 1 L3 20.00-18.00 0 0 1 Description Face Allow Component Placement Total C,1AA Weighl or Shield Type Number Le -AVA7-50 (1-5/8 LOW C No Inside Pole 38.00 • 18;00 12 No lee DENSI. l~OAMl 1 (Page 11 of 33) t Job RISATower OMWD OPS CENT!=R -Upper Trunk Project U 1085-Prelim Cllent Phone: Solar Communications International, Inc. FAX: Tower Tower Face A11 Section Elevation fl fr LI 38.00-32.00 A 0,000 B 0.000 C 0.000 L2 32.00-20.00 A 0.000 B 0.000 C 0.000 1.,3 20.00-18.00 A 0.000 B 0.000· C 0.000 Tower Feed Line Description .Section Record No. Description Elevation AP CAA.i In Face ff fi1 -- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Feed.Line K. Se ment Elev: No Ice Offeet Azimuth · From Angle C,1AA Out Face fi1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Ka Ice Weight F, Centroid UppcrTnmk 28.00 Branches 33.00 Desc?'tption Face Offeet or Type Leg (4) 6'-0" x12" Panel w/ Mount C From · Pipe Centroid- Leg 12'-0" T-Arm C From Centroid- Leg t 4.00 9.00 Offsets: Horz Lateral Vert ft ft I 3.00 0.00 0.00 3.00 0.00 0.00 Q, lb lb 180.0000 · No Ice 668.00 Service 668.00 180.0000 No Ice 707.00 Senrice .707.00 Azimuth Placement Adjustmeni 0 ft 0.0000 39.00 Noice 0.0000 39.00 Noice Weight lb 0.00 0.00 SJ.84 0.00 0.00 103.68 0.00 -0.00 17.28 0.00 0.00 0.00 0.00 C,1A,1 Front fr 8.40 2.80 Page 2 of 11 /0 Date 12:01:10 09/10/10 Designed by Jacob Proctor F, Wind Force C,iAc lb lb 0.00 238.57 12.75 0.00 106.36 12.75 0.00 1856.04 95.82 0.00 8:27.46 95,82 C,;A,1 Weight Side fr l/J 6.13 71.90 2.80 125,00 (Page 12 of 33). RISATower Job Page OMWD OPS CENTER -Upper Trunk 3 of 11 II Project Date U1085.;Prelim 12:01:10 09/10/10 Client Designed by Phone: Solar Communications lnternational, Inc. Jacob Proctor FAX; GH=J.100 Section z Ki q, Ao F AF An A,,8 Leg C,1A,1 C,1A,1 Elevation a % In Out ·c Face Face ft ft psf ff e ff ff_ ff ff Jf LI 3 8.00-32.00 35.00 1.015 18 6.375 A 0:000 · 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L2 32.00-20.00 26.00 0.953 17 12.750 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 Ll 20.00-18.00 19.00 0.892 16 1.792 A 0.000 0.000 0.000 0.00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 Gil=J.100 Sectton z Kz q, Ao F A,, An A1,g Leg CAli,1 C,iA,1 Elevation a % In Oul C Face Face ft. fl mn ff e ff ft tr fr . ff [1 38.00-32.00 35.00 1.015 8 6.375' A 0.000 0.000 0.000 0,00 0.000 0.000 B 0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0,00 0.000 0.000 L2 32.00-20.00 26.00 0.953 7 12.750 A 0.000 0.000 • 0,000 0.00 0.000 0.000 B-0.000 0.000 0.00 0.000 0.000 C 0.000 0.000 0.00 0.000 0.000 L3 20,00--18.00 19.00 0.892 7 1.792 A 0.000 0.000 0,000 0.00 0.000 0,000 B 0.000 0.000 -0.00 0.000 0.000 C 0.000 . 0.000 0.00 0.000 0:000 Section Add Self F e CF q, DF DR Ae F w Ctr{. Eleva/ion Weight Weight a Face C psf ft lb lb e ff lb 1;/f LI 38.00-51.84 200.44 A 0 0.6 18 1 l 0.000 0.00 0.00 C 32.00 B 0 0.6 1 . I 0.000 C 0 0.6 · I 1 0.000 L2 32.00-103.68 400.88 A 0 0.6 17 1 1 0.000 0.00 0.00 C 20.00 B 0 0.6 1 l 0.000 C 0 0.6 1 1 0.000 L3 20.00-17.28 81.04 A 0 0.6 16 1 1 0.000 0.00 0.00 C 18.00 B 0 0.6 . r 1 0.000 C 0 0.6 1 l 0.000 Sum Weight:' 172.80 682.37 OTM 0.00 lb-ft 0.00 I ' j ., (Page 13 of 33) : t ' t· JI l RISA.Tower Phm1e: FAX: Sect/011 Add Seif Elevation Weight Weight ft lb lb Ll 38.00-51.84 200.44. 32.00 L232.00-103.68 400.88 20.00 13 20.00-17.28 81.04 18.00 Sum Weight: 172.80 682.37 Section Add Self Elevation Weight Weight ft lb lb Ll 38.00--51.84 200.44 32.00 L232,00-103.68 400,88 20.00 13 20,00-17.28 81.04 18.00 SumWeiltl1t: 172.80 682.37 Section Jldd Self Elevation Weight Weight ft lb lh . Ll 38.00-51.84 200.44 32.00 1232 .. 00-103.68 400.88 20.00 L3 20.00-17.28 81.04 18.00 Sum wel~ht: 172.80 68237 Job Project Client F e a C e A 0 B 0 C 0 A 0 B 0 C 0 A 0 B 0 C 0 F e a C e A 0 B 0 C 0 A 0 B 0 C 0 A 0 B 0 C 0 F e a C e A 0 B D C 0 A 0 B 0 C 0 A 0 B 0 C 0 Page OMWD OPS CENTER-lJpperTrunk 4 of 11 Date U1085-Prelim 12:01:10 09/10/10 Designed by Solar Communications International, Inc. Jacob Proctor c;, q, DF Dn AE F w Ctr!. Face pef ff lb plf 0.6 18 1 1 0,000 0,00 0,00 C 0.6 1 1 0.000 0,6 f 1 0.000 0.6 17 1 I 0.000 0,00 0.00 C 0.6 1 1 0,000 0.6 1 1 0.000 0.6 16 1 1 0.000 0.00 0.00 C 0,6 1 1 0.000 0.6 1 1 0.000 OTM 0,00 lb-ft 0.00 Gp-q, DF Dn AE F w Ctr/. Face psf ff lb JJ!f 0.6 18 1 1 0.000 0.00 o.oo C 0;6 1 1 0.000 0.6 1 1 0,000 0.6 17 1 l 0.000 0.00 0.00 C 0;6 1 1 0'.000 0.6 1 1 0,000 0.6 16 1 l 0.000 0.00 0.00 C 0.6 1 1 0.000 0.6 1 1 0.000 OTM . 0,00 lb-ft 0.00 CF q, DF Dn A« Ji' w Ctr!. Face psf Jt2 lb p(f 0.6 8 1 J 0.000 0.00 0.00 C 0.6 1 I 0.000 0.6 . 1 1 0.000 0.61-7 7 1 I 0.000 0.00 0.00 C 0.617 1 1 0.000 0.617 1 l 0.000 0.756 7 1 1 0.000 0.00 0,00 C 0.756 1 1 0,000 0.756 l l 0.000 OTM 0.00 lbcft 0.00 (Page 14 of 33) BISATower Job Page OMWD OPS CENTER -Upper Trunk 5 of 11 13 Project Date U1085-Prelim 12:01:10 09/10/10 Client Designed by Phone: Solar Communications International, Inc. Jacob Proctor FAX: Sec/ion Add Self F e CF q, Dp DR A11 F w Ctr/. E}evation rVeight Weight a Face C psf ft lb lb e ff lb p{f Ll 38.00-51.84 200.44 A 0 0,6 8 I I 0.000 0.00 0.00 C 32.00 B 0 0.6 l I 0.000 C 0 0.6 1 l 0.000 L2 32.00-103.68 400,88 A 0 0.617 7 1 I 0.000 · 0.00 0.00 C 20,00 B 0. 0.617 1 1 0.000 C 0 0.617 I I 0.000 L3-20.00· 17.28 81.04 A 0 0.756 7 I 1 0.000 0.00 0.00 C 18.00 B 0 0.756 I I 0.000 C 0 0.756 1 1 0.000 Sum Weight: 172.80 682.37 OTM 0.00 lb-ft 0.00 Section itdd Self F e Ci, q: D, .. DR AE F w Ctrl. Elevation Weight Weight a Face C psf ft lb lb e ff lb p{f Ll 38.00· 51.84 200.44 A 0 0.6 8 1. 1 0.000 0.00 0.00 C 32.00 B 0 0.6 1 1 0.000 C 0 0.6 1 l 0.000 L2 32.00-103.68 400.88 A 0 0.617 7 1 1 0.000 0.00 0.00 C 20.00, B 0 0.617 1 1 0.000 .c 0 0.617 1 l 0.000 L3 20.00-17.28 81.04 A 0 0.756 7 1 1 0.000 0.00 0.00 C 18.00 B 0 0.756 1 l 0.000 C 0 0.756 l 1 0.000 Sum Weight: 172.80 682.37 OTM 0.00 lb-ft 0.00 Description Aiming Weight OJfaet.r Ojfeet, ·Z K, q, C,1Ac C,iAc A.zin111th Front Side 0 lb ft fl ft psf Jt2 J/1 6'-0" x12" Panel w/ 2'40.0000 287.60. -2.60 l.~O 39.00 l.038 18 33.60 24.50 MountPipe 12'-0" T-Arm 240.0000 125.00 -2.60 I.SO 39.00 1.038 18 2.80 2.80 Sum 412.60 Weight: (Page 15 of 33) RISA.Tower Job Project Cllent Phone: FAX: Description Aiming Weight Azimuth 0 lb 6'-0" xl2" Panel w/ 240.0000 287.60 Mount Pipe ,12'-0" T-Arm 240.0000 125.00 Sum 412.60 Weight:. Lead Vertical Case Forces Leg Weight Bracing Weight Total Member Self-Weight Total Weight Wind 0·deg • No Ice Wind 90 deg -No Tee Wind 180 deg -No Ice Total Weight Wind 0 deg -Service Wind 90 deg -Service Wind 180 de -Se.vice Comb. No. Dead Only 1 2 3 4 s 6 7 8 9 rn. l .. 2 Dcacl+ 1.6 Wind 0-deg -No fee 0.9 Dead+ 1.6 Wind O deg· No Ice 1.2 Dead+ 1.6 Wind 90 deg -No lee 0.9 Dead+ 1.6 Wind 90 deg· No Ice 1.2 Dead+l.6 Wind 180 deg-No Tee 0,9 Dcad+l.6 Wind 180 deg-No Ice Dead+Wi.nd D deg· Service Dead+Wind.90 deg -Service Dead+Wind 180 de~· Service Sectfon Elevat/011 Component No. ft Type Ll 38-32 Pole Page OMWD OPS CENTER -Upper Trunk 6 of 11 Date U1085-Prelim 12:01:10 09/10/10 Designed by Solar Communications International, Inc. Jacob Proctor Offeetx Offset, z K, q, C,1.Ac CAAc Front Side fi ft fl psf Jr Ji -2.60 1.50 39.00 1.038 8 33.60 24.50 -260 1.50 39,00 1.038 8 2.80 2:80 Sumo/ Sum of S11m of Torques Overturning Overturning Moments, Mx Moments,M, lb-lb- 9653.90 1071.97 9653.90 1071.97 -33033.34 ·S88.26 7993.68 -43532.34 52341.14 2732.19 9653.90 1071.97 -9376.94 331.80 89l3.74 -18813,54 28684.74 1812.13 Description Condition Gov. Axial MqjorAxis Minol'Axts Load Moment Moment Comb. lb lb-ft lb-/!.. Max.Tension 1 0,00 --0.00 0.00 Ma.'t. Compression 2 -1604.41 377.29 1286.74 Max.Mx 5 -1173.05 -9712.06 -5120.90 Max.My 6 -1571.83 2155.05 -18083. 13 (Page 16 of 33) \. Rl&t1Tower Job Page OMWD OPS CENTER -Upper Trunk 7 of 11 Project Date U1085-Prelim 12:01:10 09/10/10 Client . Designed by Phone: Solar Communications International, Inc. Jacob Proctor FAX: Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Momeni Momeni Comb. lb lb-/J.. lb{t Max. Vy 4 4090.92 -9406.59 -7220.83 Max. Vx 6 3949.30 2155.05 -18083.13 Mme. Torque 4 -28164.25 L2 32-20 Pole Max Tension 1 0:00 0.00 0.00 Max. Compression 2 -3036.68 -1121.04 48393.72 Ma."C.Mx 5 -4268.35 -61785.35 -6351.72 Mmc:.My 6 -3029.13 3718.41 -71735.25 Max:,Vy 4 4482,04 -30232.00 -10024.83 Max.Yx 6 4341.94 2815.24 -41426.48 Max. Torque 4 -29731.57 L3 20-18 Pole Mox Tension I 0.00 0.00 0,00 Max, Compression 2 -3167.62 -1375.50 S7005.61 Max. Mx 5 -2373.75 -70692;68 -6077.08 MlJ:"<,MY 6 -3166.07 3969.98 -80351.75 Max. Vy 4 4456.71 -66014.71 -9148.69 MmcVx 6 4311.84 3844,68 -76047.06 Max. Torque 4 -29726.44 Location Condition Gov. Vertical f-forlzonla~ X Horizontal, Z Load lb lb lb Comb. Pole Ma"C. Vert 2 3171.32 -126.49 4300.78 Mmc:.Hx 7 2378.49 126.49 -4300.78 Max.I:!,. 3 2378.49 -126.49 4300.78 Mux.M., 3 59844.72 -126.49 4300.78 Ma."<,Mz 5 70693.50 -4446.85 126.49 Ma."<. Torsion 2 2287.05 -126.49 4300,78 Min. Vert 5 2378.49 -4446.85 126,49 Min.Bx s 2318.49 -4446.85 126.49 Min.H, 7 2378:49 126.49 -4300.78 Min,Mx 6 -80351.79 126.49 -4300.78 Min.M, 6 -3%9.09 126.49 -4300.78 Min. TOl'Sion 4 029726.32 -4446.85 126.49 Load Vertical Shear, Shear, Overturning. Overturning Torque Combination Moinent,M., Moment, ii;!, lb lb lb lb:ft lb-;/l lbf.J.. Dead Only 2642.77 0.00 -0.03 971622 1079.28 -0.00 1.2 Dead+ 1.6 Wind-0 deg-No 3171.32 126.49 -4300.78 -57005.60 -1376.14 -2287.05 fee 0.9 Dead+l .6 Wind O deg • No 237!!.49 126.49 -4300.78 -59844.72 -1698.15 -2284.01 ]ce l.2 Dead+ 1.6 Wind 90 deg -No 3171.32 4446.85 -126.49 8997.22 -70468.80 29726.32 Ice 0.9 Dead+l.6 Wind 90 deg-No 2378.49 4446.85 ·126.49 6066.8S -70693.50 29683.79 Jee 1.2 Dead+ 1.6 Wind 180 deg -3171.32 -126.49 4300.78 8035.t.79 3969.09 2289.11 No-Ice 0.9 Dead+l.6 Wind 180 deg -2378.49 -126.49 4300.78 7.7320.31 3638.87 2286.16 (!?age 17 of 33) RISA.Tower Job Page OMWD OPS CENTER -Upper Trunk 8 of 11 /lo Project Date U1085-Prelim 12:01:10 09/10/10 Client Designed by Phone: Solar Communications International, Inc. Jacob Proctor FAX: Load Vert/ca/ Shear., Shear, Overturning · Overturning Torque Combination Moment, M., Momenl,M, lb lb. lb lb-,/J._ lb-/J. lb-lJ. No Ice Dead+Wind O deg -Service 2642.77 35.25 -1198.35 -9403.00 335.30 -637.10 Dead+Wind 90 deg -Service 2642.77 1239.06 -35.25 8972.32 -18899.65 8277.81 Dead+Wind 180 de~· Service 2642.77 -35.25. 1198.36 28836.06 1823:27 637.26 Sum of Applied Forces Sum qf Reactions .Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb I 0.00 -2642.77 0.00 -0.00 2642.77 0.03 0.001% 2 126.49 -3171.32 -4300.78 -126.49 3171.32 4300.78 0.000% 3 126.49 -2378.49 -4300.78 -126.49 2378.49 4300.78 0.000% 4 4446.85 -3171.32 -126.49 -4446.85 3171.32 126.49 0.000% 5 4446:85 -2378.49 -126.49 -4446.85 2378.49 126.49 0.000% 6 -126.49 -3171.32 4300.78 126.49 3171.32 -4300.78 0.000% 7 -126.49 -2378.49 4300.78 126.49 2378.49 -4300.78 0.000% 8 35.25 -2642.77 -1198.36 -35.25 2642.77 1198.35 0.000% 9 1239.06 -2642.77 -35.25 -1239.06 2642.77 35.25 0.000% 10 -35.25 -2642.77 1198.36 35.25. 2642.77 -1198.36 0.000% Load· Converged? Number Displacemem Force Combtnallon a/Cycles Tolerance Tolerance l Yes 6 0.00000001 0.00000001. 2 Yes 8 0.00000001 0.00000001" 3 Yes 8 0.00000001 0.00000001 4 Yes 9 0.00000001 0.00007719 5 Yes 9 0.00000001 0;00007233 6 Yes 8 0.00000001 0.00005257 1 Yes & 0.00000001 0.00000001 8 Yos 6 0.00000001 0.00000001 9 Yes .s 0.00000001 0.00008160 10 . Yes 7 0.00000001 0.00000001 Section Elevation I-iorz. · Gov. Tilt Twist No. Defleclion Load t in Comb. •O 0 LI 38 .32 l.304 10 0.4521 0.2437 12 32-20 0.746 10 0.4261 0.2252 13 20 -18 0.021 10 0.0980 0.0379 (Page 18 of 33) RISATower Job Page OMWD OPS CENTER -Upper Trunk 9 of 11 17 Project Date U1085-Prelim 12:01:10 09/10/10 Client Designed by Phone: Solar Communications International, Inc. Jacob Proctor FAX: IJLi::H i::):;:,-!?>-'Ctitic~d·:.D.e.fl~¢tlori'.s: 'aod·::Rad'ius:J)f::c.~.frvtitut~ :~~:service: :wi.nd ;;;::,::: _:::·-::;:::_::::·::':.,. , Elevation t 39.00 33,00 28.00 Section No. LI L2 L3 Elevation t q9.00. 33,00 28,00 Section No. L1 L2 L3 Appurtenance (4) 6'-0" xl2" Panel w/ Mount Pipe Branches UpperTrunk Elevation Horz. Deffe.ct/on in 38-32 3.341 32e20 1.948 20-18 0.058 Appurtenance (4) 6'-0" x12" Panel w/Mount Pipe Elevation ft 38-37 37-36 36-35 35-34 34-33 33 -32 32-3I 31-30 30-29 29-28 28-27 27 -26 26-25 25-24 24-23 23-22 22-21 21-20 20-19 19-18 Branches Upper Trunk Size Pl2xl/4 Pl2x1/4· PlOx.365 . . Gov. Load Comb. 10 10 Hi Gov, Load Comb. 6 6 6 Gov. Load Comb. 6 6 6 J, ft Deflection In 1.304 0:835 0.415 Tilt 0 1.1264 1.0712 0.2695 Deflection In 3.341 2.174 l.099 L. fl . Kllr 6.00 20.00 108.6 12.00 20.00 108.6 2.00 20.00 130.7 Tilt Twist Radius of Curvature a 0 0.4521 0.2437 6187 0.4345 0-2316 6187 0.3654 0,1805 2543 Twist 0 0.8752 0.8085 0.1362 Tilt Tivis/ Radius of Curvature a 0 1.1264 0.8752 3262 1:0888 0.8315 3262 0.9399 0.6480 1073 A Pu ~P,, Raffo in2 lb lb P,. ---- (Pn 9.8175 -526.71 169123.00 0.003 9.8175 -577.22 169123.00 0.003 9.8175 -627.77 169123;00 0.004 9.8175 -678.33 169123,00 0.004 9.8175 -728.92 169123.00 0.004 9.8175 -1585.0J 169123.00 0.009 9.8175 -1636.47 169123-.00 0.010 9.8175 -1688.36 169123.00 0.010 9.8175 -1740.68 169123.00 MIO 9.8175 -1793.43 169123.00 0.011 9.8175 -2643.26 169123.00 0.016 9.8175 -2697-22 169123'.00 0.016 9.8175 -2751.70 169123.00 0.016 9.8175 -2806.69 169123.00 0.017 9.8175 -2862.19 169123.00 0.017 9.8175 -2918.21 169123.00 0.017 9.8175 -2974.74 169123,00 0.018 9.8175 -3031.77 169123.00 0.018 l 1.9083 -3096.94 156580.00 0.020 11.9083 -3166.07 156580.00 0.020 (Page 19 of 33) RISA.Tower Job Page OMWD OPS CENTER -Upper Trunk 10of11 -- Project Date U1085-Prelim 12:01:10 09/10/10 Client Designed by Phone: Solar Communications International, Inc. Jacob Proctor FAX: 1:'.:;:-rt:::: . (:t/.it_/ii/?:? {!'/(''.:'·::':·:':.:_· .;-;J~ol~iBEirj"dirlg'.;O~slgli :Oata\?~,:,:::(/·:': ::/:::_·;;\::i/ ,;:_ .. .:;:.ii/\.:::::::::/:·.·:::.··:: I Section Elevation Size M., 4>M ... Ratio M.y <l>M,y Ratio No. "JvI,,. M,ry ft lb-ft lb-ft !M;,.t lb-ft lb-ft pMnv L1 38-37 P12xl/4 3046.76 102552.50 0.030 0.00 102552.50 0.000 37 -36 396238 102552.SO 0.039 0.00 102552.50 0.000 36-35 4899.34 102552.50 0.048 0.00 102552.50 0.000 35 .34 5847.84 102552.50 0.057 0.00 102552.50 0.000 34-33 6803.40 102552.50 0.066 0.00 102552.50 0.000 33 -32 11858.50 78986.50 0.150 0.00 78986.50 . 0.000 L2 32-31 Pl2xl/4 15277.33 78986.50 0.193 0.00 78986.50 0.000 31-30 18963.58 78986.50 0.240 0.00 78986.50 0.000 30-29 22787.58 78986.50 0.289 0,00 78986.50 0.000 29-2'8 26690.08 78986:50 0.338 0.00 78986.50 0.000 28-27 31850.75 78986.50 0.403 0.00 78986.50 0.000 27-26 36109.08 78986.50 0.457 0.00 78986.SO 0.000 26-25 40412.83 78986.50 0.512 0.00 78986.50 0.000 25-24 44748.00 78986.50 0.567 O.QO 78986.50 0.000 24-23 4910S.08 78986.SO 0.622 0.00 78986.50 0.000 23-~ 53477.58 78986.50 0.677 0.00 78986.50 0.000 22 • 21 57860,83 78986.50 0.733 0.00 78986.50 0.000 21 -20 62251.33 78986.50 0.788 0.00 78986.50 0.000 L3 20-19 PlOx.365 76144.17 103375:00 0.737 0.00 103375.00 0.000 19-18 80449.75 10331~.oo 0.778 0,00 103375.00 0.000 1.;/::i(i~il\Jt:~,-flitW):)/1<:/t!i5'.·1ft!::::~?::::,;.!:l'-ol.~~ip.ft~a:f PijijJg6;;p~tii?JS:i!iiE?~::;i:(;;;;,;:";i;:::i;::o;:1!r{;,,~.:-'')\i::::: .,,~:;;:_,_i::,/J Section Ek'llation Size Actual <jiV,, Ratio Actual <J,Tn Ratio No. v. -Va T,, T,, ft lb lb ~v,, lb-fl lb-ft ipT,, LI 38 • 37 Pl2xl/4 96'8.30 154625.00 0,006 2301.78 157973.33 0.oIS 37-36 96925 154625.00 0.006 2301.78 157973.33 o.ois 36 -35 970.17 154625.00 0.006 2301.78 157973.33 0.015 35-34 971.07 154625.00 0.006 2301.78 157973.33 0.oIS 34-33 971.93 154625.00 0.006 2301.77 157973:33 0.015 33-32 4091.39 154625.00 0.026 28164.25 157973.33 0.178 L2 32-31 P12xl/4 4091.74 154625.00 0.026 28164.08 157973.33 0.178 ~ 31 • 30 4091.89 154625.00 0.026 28163.83 157973.33 0.178 i• 30-29 4091.82 154625.00 0.026 28163.S8 157973.33 0.178 :· 29-28 4091.51 154625.00 0.026 28163.17 157973.33 0.178 28-27 44'82.69 154625.00 0.029 29731.58 157973.33 0.188 27-26 4481.22 154625.00 0.029 29731.00 1S7973.33 0.188 26-25 4479.35_ 154625.00 0.029 29730.42 157973.33 0.188 25-24 4477.06 154625.00 0.029 29729.67 157973,33 0.188 24-23 4474.34 154625.00 0.029 29729.00 157973.33 0.188 23-22 4471.16 154625.00 0.029 29728,25 1S7973.33 0.188 22-21 4467.51 154625.00 0.029 29727.58 1579'73.33 0.188 21-20 4463.37 154625.00 0.029 29727.00 157973.33 0.188 13 20-19 PlOx.365 4313.73 187556.00 0.02J 2289.12 156995.83 0.015 !9-18 4306.51 187556.00 0.023 2289.08 1S6995.83 0.015 1· I I I I I I ! I I ' i (Page 20 of 33) • RISATower Phone: FAX: Job OMWD OPS CENTER -Upper Trunk Project U1085-Prelim Client Solar Communications International, Inc. Page 11 of 11 ,; Date 12:01:10 09/10/10 Designed by Jacob Proctor ·1 .. :::;},!!·:I:::\ri>?:::::'.!:\i:;::~?::.-/: .. f i.Y\tf.:;:::'~:: Po.1·e·::l_~·tefii'.c:Ji.(?if o:eii gri' ~ o•tar·:;;;;::\.:?\\: ?::-:-·. ,:.::: .. :: .. -::· :::· \:·;'.:::. ;-,:::·:: ,::·:':-::' I Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,u Mu:,, V11 r. Stress Stress ft P,. $M,,, M,,, v,, T,, Ratio Ralio LI 38-37 0.003 0.030 0.000 0.006 O.ol5 0.033 V 1.000 4.8.2 1 37 -36 0.003 0.039 0.000 0.006 O.olS 0.042 v 1.000 4.s.2-V 36-35 0.004 0.()ll8 0.000 0.006 0,015 0.052 V 1.000 4.8.21/ 35 -34 0.004 0.057 0.000 0.006 0.015 . 0.061 v 1.000 4.s.2tl' 34-33 0.004 0.066 0,000 0.006 0.DlS 0.011 v 1.000 4.8.2v' 33-32 0.009 0.150 0.000 0.026 0.178 0.201 ,/ I.ODO 4.8.2,/ 12 32-31 0.010 0.193 0.000 0.026 0.178 0.245 V I.ODO 4.8.2,/ 31-30 0.010 0.240 0.000 0.026 0.178 0.292 v 1.000 4.8.2,/ 30-29 0.010 0.289 0.000 0.026 0.178 0.341 iy' 1.000 4.8.2,/ 29 -28 0.011 0.338 0.000 0.026 0.178 0.390 ,,/ 1.000 4.s.21/ 28'-27 0.016 0.403 0,000 0.029 0.188 0.466 Y 1.000 4.8.2,/ 27-26 0.016 0.457 0.000 •0.029 0.188 0.520-,/ 1.000 4.s.2tl 26-25 0.016 0.512 0.000 0.029 0.188 0575 -ti' I.ODO 4.s.2¥' 25 -24 0.017 0.567 0.000 0.029 0.188 0-630 t/ 1.000 4.8.2¥ 24-23 0.017 0.622 0.000 0.029 0.188 0.686 t/ 1.000 4.s.2iV" 23 -22 0.017 0.677 0.000 0.029 0.188 0;741 V 1.000 4.s.2:V 22-21 0.018 0.733 0.000 0.029 0.188 0.797 V I.000 4.s.2¥" 21-20 0.018 0.788 0.000 0.029 0.188 0.853 ,/ 1.000 4.8;2+/ 13 20-19 0.020 0.737 0.000 0.023 o.ots 0.758 t/ 1.000 4.8.2111 19-18 0.020 0,778 0.000 0.023 0.015 0.800 v 1.000 4.8.2¥ Sect/on Elevation Component Size Cl'ftical p 0Po110" % Pass No. ft 'I'ype Element lb lb Capacity Fail Ll 38-32 Pole Pl2xl/4 1 -1585.01 169123.00 20.5 Pass L2 32-20 Pole PI2xl/4 2 -3031.77 169123.00 85.3 Pass L3 20-18 Pole PlOx.365 3 -3166.07 156580.00 80.0 Pass Summmy Pole(L2) 85.3 Pass RATING= 85,3 Pnss Program Version 5.4.2.0 -6/17/2010 File:N:/2010 Projectll/U [085 SCI/U 1085-336-101 OMWD Ops Center (CA, 45' MonoEuc, G)/Engineerh1g/Risa Towcr/OMWD UPPER TRUNK.eri i' i r ! (Page 21 of 33) '- ~ I ~ ~ &! g (5 ~ 'B ! C " !I (fJ !:1 1a.on ' ::: "' ~ 0,0ft r-: I;; I;. i ., :E " 9} !! i e I I DESIGNED APPURTENANCE LOADING TYPE (4) 6'-8" x 6' Pn Antenna w/Mount 39 Pip1 ' (4) 6'-8" x ij" Pano! Anlenna w/Mount 39 Pipe , (4) 6'-8" x 6" P•n•I Antenna wlMount 39 P/J>I . 12'-0"T-Atm . 39 12"-0'T'A<m 39 ELEVATION TYPE 12'-0"T·Arm (8) Generie TMA (8) Generie 1MA B GenericTMA Branches Upper Tnmk (2) UpperTrunk (3) Up er lrunk 1) MATERIAL STRENGTH I GRADE I Fy 535ksl 153ksi Fu I GRADE ! TOWER DESIGN NOTES 1. Tower is localed In San Diego County, Galifornia. 2. Tower designed for Exposure C to the TIA-222-G Standard. Fy ELEVATION 39 39 39 39 31 27 27 27 Fu 3, Tower designed for a 85 mph basic wind In accordance with the TIA-222-G Standard. 4, Deflections.are based upon a 60, mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of o.oo ft 7. TOWER RATING: 65.1% 0 ALL REACTIONS ARE FACTORED AXIAL 10006/b SHEAR I~ MOMENT 16342 tb_[___J \ 520870 lb-ft REEAC110NS -85 mph WIND ob: OMWD OPS Center-Lower Trunk Projoc/: U1()85-336-101 client Solar Communications internalionaj Drawn by: Jacob Procto Phone: Code: TIA-222-G I Date: 09/10/10 FAX: Path: ,..,,1,s--, .. -.,,c.1, "'U-01\r t!""-" ·-,tt ~~ .. ' App'd; scale: NTS Dwo No, E-1 (!?age 22 of 33) .\. TIA-222-G • 85 mph Exposure C Maximum Values E' -C .0 i a, jjj ----Vx ------------Vz Global Mast Shear {lb) !5000 10000 15000 . -, . ' . . ' -, ' ' I : : ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' t ; i ; I I :. I f : ::·:,:::,- 1 i : : ! . . . ' ' : i i ' . ! l ~ I I ' ' ' ' i ; -· . ' . ' ' ' . ' . ' ' ' . ' ' ,-.. . ' . ' ' ' ' ' . ' ' ' ' ' ' ' ' ' ' ' ' ' ' t I I I ! l : j ' . I I I I . I f t I ' . ' . ' [ ; 1 1 : i : - :·:.::.! ; r ! ' :,';[~:~ ; i:: ·! 1 ! I ' ' ' ' ' . ' . ' . ' . ' ' ' . ' ' . ' . ' : : ' ' ' . ' ' ' ' ' ' ' ' ' ' ' . ' ' ' ' ' . ' ' ' ' I I ( I ' ' ' ' . ' ' ' . . . . . . . ' . ' ' ' ' ' ' ' ' ' ' . . . ' ' ' ' . ' ' ' . . ' -: ' I ' ' ' ' ' 20000 0. ~-~~~-1-~-L.!, ' ' ' -J-1---t-~+~L.J.-~~_, 0 5000 10000 15000 20000 ----Mx ------------Mz 71 Global Mast Moment (lb-ft) 500000 1e•006 18.00 ii 0 ' ' ' ' ' ' ' ' ' ' ' . ' . ' ' ' . ' . ' ' ' ' ' . ' . ' . ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' I I ! ! 11 . ' ' ' ' ' ' . ' . ' ' ' ' ' . ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' . ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' . ' . ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ,_ ' ' ' . ' ' . . ' ' ' ' ' ' ' ' ' ' ' . ' ' . ' ' ! i- ' ' ' ' ' ' ' ' . ' ' ' ' ' ' ' ' ' \ 500000 IJ<lb: OMWD OPS Center -Low~r Trunk Project U1086-33fJ.101 ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 0.00 le-l-006 cuent: Solar Communications lnternationafDrawnby: Jacob Procto1 Phone: Codo: TIA-222-G I oat•: 09/10/1 O FAX: Path: App'd: scale: NTS DwgNo, E-4 (Page 23 of 33) 0 Deflection (in} 0.5 18. ' ' ' ' ' . ' ' ' ' . ' . . ' ' ' . ' . . . ' ' ' . . . . ' . . . . . -!E. . . ' C 0 Zl ' cu > Q) w ' ' ' ' ' ' . ' ' ' ' ' ' ' ' ' ' . ' ' . ' ' ' . . . . ' ' ' 0 M TIA.-222-G -Service -60 mph Maximum Values 0 Tilt (deg) 0.05 0.1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 'I I I ,, I I I I I I I I I I I I, I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I 0 0,05 0.1 Phone:, FAX: 0,15 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ,, I I I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0,15 I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Twist tdeg) 00~ I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.05 10~= OMWD OPS Center -Lower Trunk Project U1085-336-101 I I I I I I I I I I I l l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r I I I I I I I I I I I I I I I I I I I I r I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I cneor. Solar Communications lntematlona1 Drawn by: Jacob Procto code: TIA-222-G I Dalo: 09/1 0/10 Path: ..... , . - Of ·1a.oo '· 1.00 0.1 App'd: Scale: NTS Dwg No. E-5 (!?age 24 of 33) ( i ! ! t f [ ' I· ·- ,. .s 0 g a g E 0 0 a 0 ;l! FOUNDATION NOTES 1. Plate thickness is 2.0000 in. 2. Plate grade is A572-50. 3. Anchor bolt grade Is F1554-55. 4. re ls 4 ksi. uob: OMWD OPS Center -Lower Trunk Project. U1085436-101 Client: Solar Communications lntemationai0rawn by: Jacob Proctor App'd: Phone: Code: TiA-222-G !Date: 09/10/10 Scale: NTS FAX: Path: 1-hiOli lf!IS..,...lc:i<-, .... -, DwgNo.F-1 " 11 .... 1/~!Cd (Page 25 of 33) JOB NO.: U1085-336-101 DATE: 06/14/10 SHEET PROJECT: OMWD OPS CENTER Seismic Base Shear Calculations: Seismic Parameters: Per California Building Code, 2007 Edition {2006 IBC), ASCE 7-05 Occupancy Category= Seismic Design Category= Is= Seismic Base Shear: Site Class= R= Ss= S1= II D 1.00 C 1.50 1,170 0.440 0.03 Fa= Fv"' SMs= SM1= Sos= S01= Cs(MIN) = 0.03 Cs(MIN) = 0.8 X S1 / (R / [s) = Cs(MAX) = S01 / (T11 X (R /Is)}= Ta= CtX h/= Cs = Sos / ( R / Is ) = V=CsxW= (if S1 >= 0.6) 0.84 0.32 s 0.520 4.40 kips Total Seismic Shear(Vu):~Kips Total Wind Shear:~ Kips 1.00 1.36 1.17 0.60 0.78 0.40 Base Shear From Wind Loading Governs ·OF DESIGNED: JSP CHECKED:RNE Reactions From Wind: Vu (kips): 16.3 Wt (kips): 8.3 Structure Height 40 (Page 26 r i of 33) PROJECT: OMWD OPS CENTER Reinforced Access Port Analysis Reinforced Access Port: Width, w: I ; ,,, ,, .•: 1 Ornches Thickness, t1: :=::.:;:;<·~:!,>,~.inches Depth, d: . 17.:::·;: :'·? :·. ·4 inches Projection, p: .::::·. · /, ,:0.5 inches Pole Shaft Loading: M11: (:_::r;':-!::Q~1, kip-ft Pu: t?.::/-\1,b kips v, · ::: ::' :,; ·.J5· '-!> kips u· '-.-; .. , ..... :,. ,q Properties @ Access Port: Pole Dia.:r:r::,t·i':30.0lin Pole Thickness, t2: : ,-,fri:Q,7$1'.S in APoleNoAccess: IPoleNoAccess: SpaleNoAccess: Areintorced: lrelnforced: Srelnforced: 34.9 3829.4 255,3 in..:: iri4 in~ n..:: ·n4 n-> 35.3 i 3684.3 I 237.7 i K: 1 L:: =\':;;::::,;.'40 ft r: 10.22 in F'. y• 35.0 ksi KUr: 47.0 'J..c: 0.5 Fer: 22.7 ksi Mn: :·,.-."?.:84t·9 kip-ft Pm.::-;.' :·:7.98.9 kip Vn: ·:rt·:::6.16,9. kip Interaction Check: 0.70 OKAY JOB NO.: U1085-336-101 DATE: 06/14/10 SHEET OF DESIGNED: JSP CHECKED: RNE j 1 [ ! I I i ·f ! I (Page 27 .... Of 33) PROJECT: OMWD OPS CENTER Unreinforced Access Port Analysis Unreinforced Access Port: Width, w:.._!· _____ -_·6__..lihches Pole Shaft Loading: M,l .··. ·. 3Mr-fl Pu: · .. -: "'-:4,4 kips Vu: ·:· · . :6~6_ kips Properties.@ Access Port: Pole Dia.:f ·. -· -·,12,0.,in Pole Thickness, t: . :0..37:5 in ApoleNoAccess: IPoleN"oAccess: -SPoleNoAccess: Are1nrorced: lrailforced: Sretnrorced: K: L: r: F'y: KUr: A.a: Far: .. 13.7 231.6 38.6 9.0 86.6 14.4 1 ... · 38 in:.: ln4 In" In;.: in4 In" 3.11 i ft n ksi 35.0 146.8 1.6 9.0 ksi Mn: 64.6 kip-ft Pn: · 80;7 kip Vn: -1·56;9 kip Interaction Check: 0.69 OKAY JQB NO.: U1085-336-101 DATE: 09/14/10 SHEET E:,. · :_--.2~·~001k~~ Fy: · _-··: .-_.35 ks1 OF DESIGNED: JSP CHECKED:RNE ' f i I i ' ·: ' I (!?age 28 of 33) PROJECT: OMWD OPS CENTER JOB NO.: U1085-336-101 DATE: 06/14/10 SHEET OF DESIGNED: JSP CHECKED: RNE Foundation Design f i I ' ., (Page 29 of 33) \ T JOB NO.: U1085-336-101 DATE: 06/14/10 SHEET DESIGNED: JSP CHECKED:RNE OF PROJECT: OMWD OPS CENTER Drilled Pier Design Design Loads {Factored / +,>: Max. Shear, Vu/ 0. 75 :=. Max. Moment, Mu/ 0.75 = Pier Properties: Pier Diameter, b: Min. Pier Diameter, bm1n (opt'I): top of Pier Elevation: Pier Depth, d: Min. Pier Depth, d111n (opfl): Max. Pier Depth, dmax (opt'I): Soil Properties: L3IDk ~k-ft ~~ ... ,0.50 : :.:· ft ::·.-,:19.0·:'( ft 12.0 ft ft Allow. Bearing Pressure: §apsf Factor of Safety: 1/3 increase for short term loads? o Lateral Bearing, S: Factor of Safety: Max. Lateral Bearing (opt'I): Top Depth to lgnore: 1/3 increase for short term loads? 1/2" deflection at t/o pier allowed: Check Bearing: Bearing Capacity, Check Lateral Bearing: Applied Lateral Force, P: Point of Application, h: S1_max: S1: A= 2.34*P/(S1b): Required Pier Depth, dreqd: 230 2 3,450 0.0 Nd No pcf psf ft 157.1 !k 21,733 lb 32:5 ft 6,900 psf 1,840 psf 5.53 Max. Down, Pu-down/ 0.75 = ~k Max. Uplift, Pu-uplttt / 0.75 (opt'I) = ~k Volume of Concrete: Volume of Concrete: Weight of Concrete: Optional Parameters for Uplift: Skin Friction: §psf Factor of Safety: Top Length to Ignore: . ft 1/3 increase for short .-------. tenn loads? I Combine w/ Bearing: ~======: Bearing capacity OK. LatE1ral· bearing capacity OK. ! ! i I-I ! I t t f i [ r i t (Page 30 of 33) ,I ,' Description: Drilled Pier fc: Concrete 28day strength = 4.50 ksi E = .;. 3,823.68 ksi Density = 14-5.0 pcf ~-= 0.8250 Fy-Main Rebar = 60.0 ksl E -Main Rebar = 29,000.0 ksl Allow. Reinforcing Limits ASTM A615 Bara Used Min. Reinf. = 0.50 % Max. Reinf. = 8.0 % Load Combination :2006 IBC & ASCE 7-05 5!".4@m®f-Oi$;~..¢ffiitY:::;;--·:-::·----:;:=.;::;:;:::::·::-.... _~--. Column Dimensions pO.Oin Diameter, Column Edge to Reb.ar Edge Cover= 3.0in Column Reinforcing : 18.0 -#8 bars Title: Job# Dsgnr: Project Desc.: Project Notes : Printed! 10 SEP 2010, 12:39PM Code Ref: 2006 IBC, ACI 318-05 Overall Column Height = 19.50 ft End Fixity Tc:ip Free, Bottom Fixed ACICodeYear ACl318-05 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 6.5ft, K = 2.1 Y-Y (depth) axis :Unbraced Length forY-Y Axis buckling= 6.5 ft, K= 2,1 Tyl)e of $tlrrups used : Fy -Stirrups E-Stlrrups = = Spirals y ao.010 ksi ksi X ;S'A@plfed};b-naffit=~:!::::~:~~:;::: .. ...__,. __ ;:..... ____ ... -:::=--;=·""=::2--=,="·.:=:.:._, ---------"=·E=il=te.:.;:re=d-'-'io=a.::.:dS:...:·a::.:.;re::...;fa:.=:.ct=.,o=r=ed=--p=e"-r '=oa=d::..:c=o'-'-'m=bi.:.:.:na=ti=on.::::sc.:::s.c:.:pe=c::.:.:ifie=d::..:bCLy-=u=se=r·c_ Column self weight included : 55,517.8 lbs * Dead Load Factor AXIAL LOADS ... Axial load at 19.50 ft above base, D = 8.330'k BENDING LOADS ... Lat. Point Load at 19.50 ft creating Mx-x, W = 10.20 k Moment acting about X-X axis, W = 326.0· k-ft $DS~lu:M'M&~~~;s~=~-=~=~=~~W~~----------------Maximum Stress Ratio · 0.4685: 1 Maximum SERVICE Load Reactions •• Load Combination +0.90D+1.60W+1.60H Top along Y-Y k Bottom along Y-Y Loca!iorrof max.above base 19.50ft Top along X-X k Bottom along X-X At Pn = Pu, Load Contour location values ~e .. , Pu= 57.463k q> *Pn= Mu-x= Mu-y= Mux-Muy Angle = Mu at Angle= Phi*Mn at Angle = 839.84 k-ft q> * Mn-x = 0.0 k-ft <p * Mn-y= 57.463k o .. Odeg 839.84k-ft 1, 792,67 k-ft 1,792.67 )<-ft 0.0 k-ft Maximum SERVICE Load Deflections •. , Along Y-Y -0.06157 in at 19.50ft above base for load combination : W Only Alohg X-X O.Oln at 0.0 ft above base for load combination : k k 11,613.7k ~853.20k 6,910.18 k General Section Information. <p = 0.70 ~ ::0.8250 0 = 0.850 p : % Reinforcing 0.5029 % Rebar% Ok +1.400 +1.20D+1.60Lr+0.80W 19.50 19:50 89.39 6;910.18 76.62 76.62 Reinforcing Area 14.220 in~2 Concrete Area 2,827.43 in112 0.013 19;50 1.000 19.50 419.92 1,838.80 0.228 (Page 31 of 33) Description : Drilled Pier +1.20D+1.60S+0,80W 19.50 76.62 +1.20D+0.50Lr+0.50L+1.60W 19.50 76.62 +1.20D+0.50L+0.50S+1.60W 19.50 76.62 +0;90D+1.60W+1.60H 19.50 57.46 76.62 76.62 76,62 57.46 1.000 1.000 1.000 1.000 Title: Dsgnr: Project Deso.: Project Notes : 19.50 19.50 19.50 19.50 419.92 839.84 839.84 839.84 1,838.80 1,838.80 1,838.80 1,792.67 Job# Pllnled: 10SEP2010, 12:39PM 0.228 0.457 0.457 0.468 -!!X1foJ1$~iieaof}ii)lj~~E1JufiwJ~i~¥-,,~~"f~Tus;l§'§.f,~~~~ Note: Only non-zero reactions are listed .. Loacl Combination Reaction along X-X Axis @Base @Top Reaction along Y-Y Axis @Base @Top Distance D Only 0.0000 in 0,000 It 0.000 in 0.000 ft 0,000 ft W Only 0.0000 in 0.000 ft 0.000 In y (Page 32 of 33) Description : 1,382.0 691.0 Title: Job# Dsgnr: Project Desc.: Project Notes : Printed: 10 SEP 2010, 12:39PM Drilled Pier Concrete Column P-M Interaction Diagram Allowable Moment (k-ft 498.4 996.9 1,495.3 1,993.7 2,492.1 2,990.6 3,489.0 3,987.4 4,485.8 4,984.3 i t· I ; \ i ' i I i f i l I i, i [ 1· I I ! ' (Page 33 of 33) JOB NO.: U1085-336-101 DATE: 06/14/10 DESIGNED: JSP CHECKED:RNE PROJECT: OMWD OPS CENTER Anchorage Embedment Design Vertical Bar Size: ·#8 Cone. Comp. Strength: 4500 psi Pier Diameter: -5. . ft Pier Depth: "19 · ' ft Top of Pier Elevation: · 6 ·: inches Concrete Volume 14.2 yards Side Cone. Cover: · · .'3 . Inches Top Cone. Cover: · .3 inches Bolt Circle Dia.: 40 · inches · Horizontal Tie Size: · #3 . · · # Anchor Rods: ·· 8 : .. : Anchor Rod Dia: : .2.00· · ·: inches 'Vi (bar Joe. factor): · · · ·:·t,0 ACI 12.2.4a We (epoxy coating factor): . : ·1;0 ACI 12.2.4b 'l'a (bar size factor): 1.0 ACI 12.2.4.c i-----1 11,(concretetypefactor): .. : · · 1.0 ACI 12.2.4.d Bar Diameter: 1.0 in Horiz, Tie Diameter: 0.4 in Min.Cir Dist. Btwn Anchor & Rod: 4,6 in Max. Cir Dist. Btwn Anchor & Rod: 9.3 in Req'd Lap Length: 34.9 , Min. Required Embedment Depth: 48.7 ii'! SHEET ~t~-OF MIN.TOP /ANOHCRROD 00\IER ,Jll, .Ill. ' l/ ' ij !9 :5 g "' rr: . ', ' ' ' I/ .REN'._/ VERT ~ 1 MIN. 81D5 COVER BOLT CIRCLl!a... PIEROIAMEIEf\ Required Lap Length +Max distance.between' ~richor and rqc(+· _O.S*B~r:d_iam&.er .+ ·:: · · o;·s*Anchar diameter +·Top.cover · ··· · Available Pullout with Heavy Hex -~ ~_,....-,.,,...,..,~~-::::------:-'=-:::--:-=:-,, Nut:! 150709jrbs IS*Abrg*f~ .-{Per ACI D15) I Transverse Reinforcment Design Transverse fy! ·: ·40 .. ·I ksi Seismic Design Category:~ Spacing at top of Pier (in) • 6 ACI 21.4.4.2 an~21.4.4.3 Spacing at bottom of Pier (in) 12 r Volumetric Ratio Ps min Ps actual Top of Pie Ps actual Botton, of Pier 0.007 AC! 21.4.4.1a 0.02 0.008 Total Pier Depth (ft)§\39;5 · Top of PierDepth (ft) 15 . = 3*Pier Diameter (per IBC 20061810.1.2.2) Bottom of Pier Depth (ft) 4.5 ~ 0 i Iii I DUNN SAV01E 1:Nc. STRUCTURAL ENGINEE'.RI-NG 90B S. CLEVELAND ST. OCEANSIDE. CA 9205,.a 760.966.6:355 PH. 760.966,6360 FX. DS1~';'SJ.JRFDS1.CDt..t EMAIL STRUCTURAL CAL.CULATIONS FOR VERIZON -OLIVENHAIN MUNICIPAL. ITEM OESIGN CRITERIA DESIGN LOADS 1966 OlivenhainRoad. Carlsbad, CA 92009 (OSI: PROJECT N0.15-100·.26) (ARCHITECT: Booth & Suarez) APRIL 6, 2015 TABLE OF CONTENTS RECEIVED APR O 7 2015 PAGE 1 2 EQUIPMENT SHELTER LATERAL DESIGN CITY OF CARLSBAD 3-9 EQUIPMENT SHELTER WALL OUT-OF-PLANE ANCHORAGE DESIGN3UILblNG DIVISION 10-13 EQUIPMENT SHELTER FRAMING DESIGN 14-16 EQUIPMENT SHELTER LEDGER CONNECTION DESIGN 17 EQUIPMENT ANQfORAGE DESIGN 18-24 GENERATOR PAO DESIGN 25-30 CONCRETE SLAB CRUSHING & SOIL BEARING ANALYSIS, 31 EQUIPMENT SHELTER CONTINOUS FOOTING DESIGN 32 RETAINING WALL LOADS ANALYSIS 33-34 ENCLOSURE RETAINING WALL DESIGN 35-41 EQUIPMENT SHELTER RETAINING WALL DESI.GN l f ! 1 ; i DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90B S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760J 966-635'5 FAX: (760) 966•6:360 JOB Verizon -Olivenhain Munici al SHEET NO. 1 OF _DESIGN CRITERIA CODE: SEISMIC: 2012 International Building Code (IBC) 2013 California Building Code (CBC) Risk Category of Building: II Seismic Design Category: D le= 1.00 Fa= 1.0 Fv= 1.563 Sos= 0.804 S01= T= R= .Qo= Cd= 0.455 0.112 5.00 2.50 3.50 CALCULATED BY HG CHECKED BY SCALE sec (Strength Design) {ASD) DATE 12/14 DATE Seismic Base Shear: V = 1.0E = V=0.7E= Vw/ p=1.3= 0.161 0.1t3 0.146 *W *W *W ASD Seismic Design Force WIND: WOOD: Basic Wind Speed = Exposure= NOS 2012 110 C STEEL: MPH (3-sec Gust) AISC 14TH EDITION MASONRY: MSJC 2011 CONCRETE: ACl'318-11 FOUNDATiON CRITERIA PER TORO INTERNATIONAL (PROJ # 13-109.49, 2/16/15) EQUIPMENT SHELTER CONTINUOUS FOOTINGS ALLOWABLE SOIL PRESSURE FOR D+L LATERAL EQUIVELENT FLUID PRESSURE COEFFICIENT OF FRICTION SHORTTERMINCREASE RETAINING WALL FOOTINGS ALLOWABLE SOIL PRESSURE FOR D+L LATERAL ACTIVE EQUIVELENT FLUID PRESSURE LATERAL PASSIVE EQUIVELENT FLUID PRESSURE UNIT WEIGHT OF SOIL COEFFICIENT OF FRICTION SHORT TERM INCREASE 1500 PSF 300 PCF 0.25 1.33 2500 PSF 43 PCF 300 PCF 120 PCF 0.25 1.33 i l I l I i I ; DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (76[]} 5166-636D PE§fGN LOADS EQUIPMENT SHELTER ROOF DEAD LOADS (osf) . Built-Up Roof Membrane 2.0 1 /2" Plvwd. SheathinQ 0.8 2x10 ® 24" o.c. 2.0 Insulation 0.8 5/8" Gyp. Board 3.1 ME&P 0.5 Miscellaneous 2.2 :EDead Load 11.4 Slope Factor 1.055 I.Adjusted Dead Load 12.0 Live Load 20.0 ENCLOSURE CHAINLINK LID DEAD LOADS (osf) . 9 GA 1" x 1" Mesh 1.7 3" Steel Pipe 4.0 Misc. 0.8 l:Dead Load 6.5 JOB Verizon -Olivenhain Munici al SHEET NO. OF CALCULATED.B HG DATE 4/15 CHEC~EDBY DATE SCALI: ENCLOSURE CMU WALLS DEAD LOADS (osfl 8"Solid Grout Block Wall 84 Misc 6.0 l: Dead Loads 90.0 ENCLOSURE CONCRETE WALLS .DEAD LOADS <osfl 8" Concrete Wall 100 Misc 5,0 l: Dead Loads 105.0 EQUIPMENT SHELTER CMU WALLS DEAD LOADS (osfl 8" Co.ncrete Block Wall 84.0 5/8". Gvo. Board 3.1 Miscellaneous 2.9 l:Deaa Load 90.0 EQUIPMENT SHELTER CONCRETE WALLS DEAD LOADS (osfl .8" Concrete Block Wall 100.0 Miscellaneous 5:0 l:Dead Load 105.0 KEY PLAN PLAN VIEW ,-1 ~I voazbN ~ ROOM I I I I g>--..r-· 7 I I I I I I, /t(-~'i4iw.~_i_j-i-~~E~~,~ill\ ·11ll:ta~EE~ SECTION o.u7 1 9.~?/ i f } I I • ;~,:C::::tE:::.~EERING 5108 S. CLEVELAND ST, OCEANSJIDE, CA, 92054 ' PH: (7150) 51156•15355 F"AX: ('71501 51615•153150 LATERAL ANALYSIS I JOB Verizon -Olivenhain Municipal SHEET NO L\ OF CALClkATED BY HG DATE 12/14 CHECKED BY DATE SCALE Special reinforced masonry shear wans· Therefore, per 2012 IBC, for the entire structure, R= 5.00 Oo= 2.50 Cd= 3.50 Per IBC 2012, ASCE MO Chapter 11, 12, 13 Seismic Design Criteria Soil Site Class D Method 1 Input Project Zip Code 92009 Response Spectral Acc. (0.2 sec) Ss = 118%g Response Spectral Acc.( 1.0 sec) S1 = 44%g = 1.180 g =0.444 g Site Coefficient Fa= 1.028 Site Coefficient fv= 1.556 Max Considered Earthquake Acc. SMs = F a·Ss Max Considered Earthquake Acc. SM1 = Fv,S1 =1.213g = 0.691 g Method 2 @ 5% Damped Design Sos = 2/3(SMs) So,= 2/3(SM1} =0.809 g = 0.461 g Input the coordinate of project Latitude 33.061893 Longitude -117.24642 From the Ground Motion Parameter Calc1,llator by USGS The seismic design parameters are Ss = 1.168 g Fa= 1.033 S1 = 0.437 g Fv = 1.563 Table 20-3-1, Default= D Figure 22-1 through 22-14 Figure 22-1 through 22-14 Table 11.4-1 Table 11.4-2 (11.4-1) (11.4-2) (11.4-3) (11.4-4) (24° to 50°) (-125° to -65°) SMS= 1.206 g SM1= 0.683 g SOS= 0.804 g S01= 0.455 g Use-the seismic parameters from Method 2 to supercede those from Method 1. Seiemic Design Category (SDC) Detennination Risk Category of Building II Seismic Design Category for 0.1sec O Seismic Design Category for 1.0sec D S1 = 0.437 < 0.75g Therefore, SOC = D Equivalent lateral force procedure To Determine Period Building ht. Hn = Cu= Approx Fundamental period, Ta= Calculated T shall not exceed !:1 0.02 10 1.4 C1(hnt Cu.Ta x= 0.75 ft for-So1 of 0.455g =0.112 TL= = 0.157 UseT= Table 1.5-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply! Section 12.8 Table12.8-2 Table12.8-1 8 Sec Figure 22-15 0.112 sec. Per Section 11.6 TS 0.8Ts = 0.8 S01/$0s = 0.453 sec. OK! Is Structure Regular & s 5 stories 7 Yes Response Spectral Acc.( 0.2 sec) Ss = 1.50g --+ Fa = Section 12.8.1.3 1.00 @ 5% Damped Design Sos = ½(Fa.Ss) = 0.01 Og (11.4-3) Table-12.2-1 Response Modification Coef. R = 5 Over Strength Factorn0 = 2.5 Importance factor I = 1.00 Seismic Base Shear V = Cs W Cs ::: __ S""'o"--s _ R/1 S01 or need not to exceed, Cs = (R/1).T _ S01TL orC,=-..,,.---T2(R/1) c. shall not be less than = 0.01 Min Cs = 0.5S11/R Use Cs= 0.161 Design Base Shear V = 0.161 W =0.161 =0.809 NIA = 0.044 ForTST1., ForT> TL ForS1 ;,,:0.69 Table 11.5-1 (12.8-2) {12.8·3) {12.8-4) (12.8-5) (12.8-6) x 0.7 (ASD) X 1.3 (r} = 0.146 W I ,i j ,f ~ 1 f ,; j i t I DUNN SAVOIE INC. STRUCTURAL ENGINEERING _____ J_o_e ____ v.,,.e_r_iz_o.;..n_-_O_li_ve_n_h_a.;..in.;._ ____ __,.-1 908 S. CLEVELAND ST, SHEET.NO. S OF OCEANSIDE, CA. 92054 CALCULATEDBY HG· DATE 12/14 PH: (7150) 9SS-6aSS CHECKEDBY DATE FAX: (760) 966-6360 SCALE fLATERAL ANALYSIS Area of Roof = ! ta 1 ;,<. \ !.) ,, = 2. 7 0 tt2 Total Weight of Roof =-----l ?-_P_S_f" __ . >'--~-7-0_f_-t"""-:z.,__ _____ = 3 2.L( o lbs Interior Wall Weight= = lbs ---.-~------,....,.-----~-.-,---,.... -----ExteriorWall Weight= 9 D P:G Fx Z CJ 'EY+-J5')..x(9 ,~sJt-'i"t'.l,72 = :?>\ G>9.C> lbs Addional Wall Weight= -= ____ lbs TotaJ Roof Diaphragm Weight = '8iL-f 9 00 lbs Total Diaphragm Weight= W = 31..\ q 'bO lbs Design Base Shear: (Taken from previoas page) V = o , \ 11 (p W {ASD) Therefore V = CJ, IY i, W = 5 l 00 lbs i I i l • DUNN SAVOIE INC. JOO Verizon -Olivenhain Municipal !1~ STRUCTURAL ENGINEERING SHEET NO. &> OF 909 S. CLEVELANC ST. OCEANBICE, CA. 92054 CAI.CUI.JITEO SY HG DATE PH: (760) 966·6a55 ,CH£C!IEOBY DATE FAX: (760) 966-6360 SCALE ASCE 7-10 Wind Lateral Design Analysis For Rigid Structures With Flat Roofs Directionaliv Independent; Design Parameters; Risk Category of Building = II Top of Roof Elevation Basic Wind Speed (3-sec, mph), V = 110 Exposure Category= C Directionality Factor, K.t = 0.85 co= 1 Top of Parapet Elevation Max Horizontal Dimension Min Horizontal Dimension Parapet Factor Windward 9.33 fl. 10 ft 18 rt 1lUt 1.5 Parapet Factor Leeward -1.0 Velocity Pressure Exposure Coefficient: a;= 9.5 :.;,= 900 Structure Hei ht ft 9.33 Kz=·2.01*(2'/:a;,) ·"= 0.77 Topographic Factor; 2-D Ridge_[ __ _ X Elevation Change, H = Crest to Mid-Height, Lh ;= Dist from Crest, x = Ki= Ki= 1 • (jxj/µLi,} = Structure Hel ht fl. 10 1 0 0.50 0.73 1.00 9.33 0.25 1.00 9.33. co= 20.22 Directionally Dependent: Gust Effect Factor: Gs= External Pressure Coefficients: Short Direction: Windward Walls,Cp= 0.8 Design Wind Pressures: ft 9.33 0.77 12-D Escarpl ft ft ft MAX 1= µ-= 9.33 0.25 1.00 9.33 20.22 0.850 Leeward --0.50 9.33 9.33 9,33 9.33 0.77 0.77 ,o:77 o.n 3-D HOI[. < 15ftTopogi'~phic Factor NOT Required Downwind of Crest? No 3,0 1.5 9.33 9.33 9.33 9.33 0,?9 ,0.25 0.25 0.25 1.00 1.00 1.0.0 1.00 9.33 ·9.33. 9.33 9.33 20.22 20.22 20.22 20.22 Long.Direction: Walls,Cp= Short Direction: ..,w.....,in_dw_a_r_d __ L_e_e_w_ar_d_ Pwa1s = Gh Gs Cp = See Below -8.60 psf leeward Parapet -20,52 psf Structure Heighl (ft) ~.33 13.75 22.35 9.33 13.75 22.?5 Long Direction: ..,w ...... in_d_w_ar ... d,....L .. ee ..... wa .. r ... d, ... 9.33. 13.75 22.35 Pwa1s = qh GL Cp = See Below -7.91 psf Structure Hei ht ft 9.33 Pwals = Qz GL Cp = 13. 75 Ptota1=qzGsCp-qhGsCp= 21.66 Building Elements: 9.33 13.75 21.66 Walls Mafn-(4): p= qh[(GCp)·(Gcp1)] Walls Comers-(5): p= qh[(GCp)·(Gcp1)] Parapets: p= Qp(GCp•Gcp1) Main Roof Uplfft-{1): p= qh[(GCp)--(Gcp1)] Roof uplift at Ends and Peaks-{2): p= qh[(GCp)·{Gcp1)] 9.33 13.75 21.66 9.33 13.75 22.35 9.33 13.75 22.35 Leeward Parapet -20.52 psf 9.33 13.75 21.66 (+)GCP 0.93 1, 2.2 1 1.1 9.33 13.75 21.66 (·) GCp ·1.1 -1.2 -0.8 -1.0 9.33 13.75 22.35 9.33 13.75 21.66 GCp1 --0.18 -0.18 0 0.18 0.18 ; _; \.. 9:33 Para l '0.77 0.78 ("X" One Box) (Yes or No} 9.33 Parapet 0.25 0.22 1.00 1.00 9.33 Parapet 20.22 20.52 psf 0.850 Windward Leeward 0.8 --0.46 9.33 Parapet 13.75 22.35 30.78 psf 9.33 13.75 21.66 51.31 psf Para l 30.78 psf 51.31 psf Force al Highest Elev 25.89 psf 27.!l1 psf 45.15 psf 23.87 psf 25.89 psf 12/14 I t-;-- ! l ) OUNN SAVCIJE INC. STRUCTURAL ENGINEERING ---:---...;J;,;;.0:;..B ___.._ . ...::V..=e::..:riz:::o::.:.n:...-...:0:::.:l!.!iv~e:,.:;nh:.:,:a::.:,:in:.:._ _______ _J 90B 5. CLEVELAND ST. SHEETNO. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6:360 IWIND ANALYSIS I CALCU!:ATED BY-HG· CHECKED BY SCALE Exposure:___f_ Basic Wind Speed = J.lQ_ mph Pn=0.6W (ASD) P1 = I 3 .~ psf at 0'-15' P2 = 1' 0 • S psf at t-5'-20' F ArA Fri:t P3 = __ __.psf at 20'-25' P4 = psf at 25'-30' P5 = psf at 30'-40' O,v1 / !Governing Lateral Forces Wind Design Seismic Design Roof Level: (N-S) direction: (E-W) direction: 11--L¼ 7 lbs 5100 lbs l~c\7 lbs °S\00 lbs ~c1sH1c, . ~ governs .S~\SM1v governs OF DATE 12/14 DATE Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com \It'~ t? d µ " 0 l-1 U t V 11 A I f<./ JOB __ ........,a,..._ __ --'----------- ~ SHEETNO. ____ ..,,..-___ OF ______ _ CALCULATED BY~------'rt_·6____ DATE_,_:z._,_/_, &~/,__I_\,( __ CHECKEOBY ___ ~----DATE _____ _ SCALE ________ ___,. ______ _ ,~r,;-:,l1:.,-11:.i; tJ;"3:5r.-:-n111~-i.:e,::1 CH re:c.-1.:::. S\4b?T€'1"1 M As;ovf2.'j \v,A-U---'f"D~ .$r\'16'A-~ o-t\f:"C\.<:. SP\2-t'iC':7) WALA ..... A"'l, l,{K.Jfi;@ v~ LO,,, J h:::: \O; 8 '/ CM u VVA-·[.,.(...... ; E"'m :--1sDo \~?; v::: 61 oo /-2---=-z,13 60 \1:::6 o\-.: 10/;,< 12 .;, [2.0 ·'' b C 7·&-'J..5 J-< V -= b~ Vh _ -- \J °' J ,O > l,C> ·• D PRODUCT 207 '. Dunn Savoie Inc.· Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com: V-:::5100 l~ A:-\6'/><1£:f .:-Z.JD H,-z_ L u~t ,s /0-z/' fL-;vvC:OP -2-r (fA1f'l lJ.-'6 /\'?L.,oC--\C ( P V f,t,Lt/V"' 1-.1Df If v(~yz:oµ ~ OL-l Vt /J r\A,y JOB __ __;_ _ _.:_____;__:__;___c_---'----'--------- SHEETNO._~----!q ____ OF _____ _ CALCULATED BY __ _,\,t=6,,_____ DATE._/_~,_/ .... / ii_.}_/ 'j...__ __ CHECKEDBY ________ DATE _____ _ SCALE---,--------------- ? I l I t : ~ 8ol @ (; ,,. 0,C, 17,rJ ~ t ''(Jl, v1 Ci rJ. @ 12'' o>, C, ri (v. • --.; ..: .. --.. ,, • -• <! 0 PRODUCT 207 f I JOB Verizon -Olivenhain Muninci al SHEET NO • OUNN SAVOIE INC. .STRUCTURAL EN131NEER:ING 90~ S. CLEVELAND ST. OCEANSIDE, C:A. 920S4 PH: (760) 966-63S5 FAX: (760) 966-6360 CALCULATED BY HG DATE 12/14 CHECKED BY DATE SCALE INPUT VALUES: Lt= 15.0 ft Height from ground to roof h= Diaphragm span, max Weight of waif W= 90 psf Height from roof to parapet h -p- Design spectral repsonse acc. Importance Factor (Seismic) Sos= 0.804 Maximum pacing of anchors I= e 1.00 WALL ANCHORAGE FORCES (ASCE7 12.11.2.1) Fp = 0.4 SDs ka /9 Wp < 0.2 ka.19 Wp L k -1 o+ _:t_ -115· a -• · 100 -· Fp = 0.3698 Wp < 0.230 Wp Fp = 0.3698 X W X (~ + ~) X s Fp = 732 lbs per anchor WALL ANCHOR TRY 1/2" Cl> THREADED RODS WITH 4 1/2" EMBEDMENT WITH HIL Tl HIT • HY 70 PER ICC ESR -2682 ALLOWABLE TENSION= 2035 lbs CONNECTION TO JOIST OR BLOCKING TRY SIMPSON LTT19 w/ 8-10d x· 11/2 ALLOWABLE TENSION= 1310 lbs > > Fp = 732 lbs OK Fp = 732 lbs OK CONTINUOUS STRAP ACROSS CONTINUOUS BLOCKING TRY SIMPSON CS20 STRAP w/ 1210d OR 148d ALLOWABLE TENSION = 1030 lbs > Fp = 732 lbs OK s= 9.0 1.0 4.0 USE SIMPSON L TT19 WITH 8 1 Od x 1 1/2 NAILS INTO ROOF JOISTS OR BLOCKING AND 1/2" Cl> THREADED RODS WITH 41/2" EMBEDMENT WITH Jill Tl HIT-HY 70 INTO BLOCK WALL @4' O.C. PER ICC ESR-2682 FOR DIRECTION PERPINDICULAR TO ROOF JOISTS USE SAME ANCHORAGE SYSTEM WITH CONTINUOUS SIMPSON CS20 STRAP OVER CONTINUOUS BLOCKING WITH MIN. 610d NAILS INTO EACH BLOCKING. ft ft ft ESR-2682 I Most Widely Accepted and Trusted Page 7 of 14 Anchor TABLE 3A-ALLOWABLE ADHESIVE BOND TENSION .tOADS FOR THREADED RODS IN THE FACE OF GROUT-FILLED CONCRETE MASONRY UNITS (POUNDS)1.Z.T,1.t,11•11•12 Load@ Spaclng4 Edge Distance• Diameter . Embedrnent c.,and Critical, Minimum, Load Reduction· Crltfcaf, Minimum, Load ReducUon (Inches) (Inches}' .., ..... c., c,.. .... llnchesl llnchesl Factor at s...n 1 rrnchesl . Cinches) Factor at Cn,11,' 2,, a2,. 1240 13,5 4 0.14 . 12 4 0.80 (t/a l~~ -18 4 0.74 20 4 0.76 ,,. s•,. 2840 22.5 4 0.50 20 4 0,71 a/4 &'!~-3810 27 4 o;so 20 4 0.66 TABLE 38-ALLOWABLE ADHESIVE BOND SHEAR LOADS FOR THREADED RODS IN.THE FACE OF GROUT-FJU:.ED C.ONCRETE MASONRY UNITS (POUNDS)1,2,T,l,l,il,11,i2,i3 Spaclng4 Edge Distance' ; Anchor Embedment Load@ Crltlcal; · Diameter Minimum, Load Crltfcal, Minimum, . Load Reduction Fl!ctor at c,.• (Inches) (Inches}' c...ands., ... ...... Reduction. Factor at c... c.. (Inches) (Inches) .,.,,,. (lnchu) (Inches). Load .Load Parallel Perpendicular toEdae to•Edge 3,. a>1, 850 13.5 4 1JJO' 12 4. 0.88 1.00 ,,i 41/i 1495 18 4 1.00 12 4 OA9 1.00· .,. 5'/, 2e15 22.5 4 D.50 20 4 0.40 0,78 3/4 t//4 4090 27 4 0.50 20· 4 0.26 0,60 For SI! 1 !ncf1 • 25.4 mm. 1 lbf = 4.45 N, 1 pal• 8.89 JcPa. The followfngfootnmu apply to both Tabla 3A and 3B: 1 AR values are foranchm Jnslltlled In flllly grauted c:oncntla masonry with mfnlmum masonry.strength of 1500 psi. Concrete masonry units must be llght-, medium-, or normal-weight confol:mlng to ASTM C90. Allowable. loads have been caJculated using a.safety rector of 5. 2 Anchors may be lnllaled fn any loclltlon In the face of the masomy wan (ceD, web, Joints). Anchors are limited lo one per masonry celL 3'Embedment depth II measured from Iha outlfde face of the concrete masonry unll 4 The critical spactng, ..,, Is the anchot apaclng where run loacf.values In the b!lble may.ba used. The minimum spacing, s,,,,,,, la the mlnfmum anchor spaclng for which values are avallable end lnltallallon Is recommended. Spacing fs measuted from the center of one anchor to the center or an adjacent anchor. 1 Tha crflfcal edge dlslanca, c:,,,, Is the edge clltanca where full load values In the .table may be used. The nilnfmum edge d)slsnce, Cruo, ls the minimum edge qlatance for which Vllluel.,. avaBabla and Installation Js pennltted. Edge distance Is measured from-the center of the anchor to lhe closest edge (SN Flgwe 2). . • Load reducllon factors are mullfplk:allve; both spacing and edge distance load reducUon fadors must be considered. 1 Load values for anchors.fnstahd at, .. than s., and c., must be mullfpDed by the appropriate load reduction factor based on actual edge distance (c) or spacing (s}. • Linear Interpolation ofload values between minimum spacing (s..i..) and crfflcaJ spaclng,{s.,.) and between minimum edge dlstance(l:Jllin) and crlllcal edge distance (c:.) Is pennltted. · ' Concntte mnonry thfcknua must be equal to or greater than 1.5 ti~ the anch9r embedment depth. EXCEPTION: the 4/.-inch-and lhe 3/4- lnch-dlameter anchors may be lnstaffed In minimum nomll'M!lly 8-lnch-thlck conaete masonry. ~n using the basic load combinations In accordance !Mlh IBC Section 1605.3.1, tabulaled'.ellowable loads must not be Increased ror seismic orwlnd loadlng. When using the ai_tematlve basic load combinations in Iha 2009 or2006 IBC Section 1605,3.2 that Include seismic or wind loads, labulaled allowable loads may be increased, or the allemaUva basic load combinations may be reduced according to Table 2, For the 2012 rBC, the allowable loads or load comblnallonamuat not be adjusted. 11Allowabie loads must be the lesser of the adjusted masonry or l:lond values labulated above and the steel values given fn 1able-1 O; 12Tabulated allowable bond loads l1KISt ba adjusted·for Increased base material temperatures In accordance with Figure 1, as applicable. 13For combined loading, see Section 4.1.2. · II LTT/HTT Tension Ties Tension ties offer asolutlon for resisting tension loads that Is fastened with nails. The entire line or tension ties has been tested and evaluated to the requirements of AC155. The HTT4 and HTT5 are the latest generation of tension lies. They feature an optimized nailing pattern which results in better pertormance with less deflection. Designed to meet new code standards, th11 HTT4' and HTTS offer higher-loads than their predecessors. The LTT19 Lfght Tension Tie ls designed for 2x joists or purlins and theUT20B is for nall-or bolt-on appilcalions. The a· nail spacing makes the L TT20B suitable for wood !·Joists with 10dx1 ½. The LTTl31is designed for wood chord open web truss, attachments to concrete or masonry walls and may also be Installed vertically on a minimum 2x6 stud. ) MATEIIIAL: See table FINISH: Galvanized. May be ordered HOG; contact Simpson Strong-Tie. INSTALLATION: • Use au specirled fasteners. See General Notes. 1)io• • For use in vertical and horizontal applications. • To tie multiple ~ members together, the Designer must determine the fasteners required to join members without spllttlng lhewood. I ~{~ ~ii r ·1 Load ~--·-----------, "'ii transfer For tension ties, per ASTM test standards, i ,'-1 ; ~r • The. Designer shall specify anchor bolt type, length and embedment See SB and SSTB anchor bolts on pages 33-37. CODES: See page 13 for Code Reference Key Chart anchor bolt nulshould be finger-tight plus 1 1 : 1, not . ¼ to ½ tum with a hand wrench, with e'ti' \ _, · reqwred consideration glv~n to possible future , I :. ·. --.. wood, shrinkage~ Care should be taken , _.i, ~i... / to not over-torque the nuL Impact I H:!%· wrenches should n~~~ u~~~ _ _ _ J LTTl31 ; () ~ .. ., ~ ,s,, HTT5 (H714 similar) U.S. Patent 5,467,570 26·10dx1½. 4350 3740 0.120 L19, IP2, F4 • HTT5 11 2½ 16 11/io . 26·10d 4670 4015 0.116 26·16dx2½ 50905 4375 0.135 HTT5KT7 11 ¼ 2½ 16 1'A, '½, ¾ 26·SD #10x2½ 5445 5360 0.103 1. Allowable loads haVe been increased for wind or earthquake with no lurther Increase allowed. Reduce where other loads oovem. 2. Post design by Specifier. Tabulated loads are based on minimum 3'lc3¼" (2-2x4J post (Tn 3½' wall). Post may consist of mulllpll members provided they are connected independen!ly of the holdown fasteners. See pages 226-227 for common post affowable loads. 3.A standard cut washer is required under anchor nut for LTT19 and LTT20B whenJJsing ½' or ¾' ~nchor bolts. No adcllllonal wuher is required when using a ¾" anchor bolt. 4.Dellection at Highest Mowable Tension Load includes fastener slip hoklown ~ormalion, and·anchor bolt elongaUon for holdowns installed up to 4½' above top of concrete. HTT4 and HTT5 may be installed raised up to 18' above top ol concrete wilh no load reduction provided that additional elongation of the anchor rod ls accounted for. 5. If the base of the LTTl31 is installed flush with a concrete or maso111Y wall, the allowable load 1s 2285lbs. 6.Allowable tension load for HTTS wilh a bearing plate washer 81'518-2 (sold s,pa.rat,tf) installed In the seat of the holdown is 5295 for DF/SP and -4555 for SPFJHF. 7. HTT5KT is sold as a kit with the holdown, 81'%-2 bearing pJale washer and 26-SD #1 Ox2¼ screws. B.S_tructuiat composite lumbar columns have sides that shoW either the wide lace or the edges of tha lumber strandslveoeers. Values in 1lle llblesrellect installation inlO lhe Wide face. See technical bulletln T-SCLCOI.UMN for values on Ille 111now face (edge) (SH paga 232 for di/alls). 9.HTT4 Wllh S0#10x1¼screws achieves run load on a single 2x6 stud or joist. 10.FASTENERI: t0dx1½= 0.148 dla.x 1½' long, 10d" 0.1-18" dia. X 3" long, Horizontal HTT Installation 160 16dx2½ • 0.162' dia, X 2½" long, S0#10X2½ =0.16'1' dip 2½', S0#10X1¼ :0,161' dla. x HS". Vertical HTT4 lnstallallan Horizontal L'JTl31 lnstallatlon Horizontal LTT19 lnslallatlon (LTf20B similar) 11- 49 ----·-·---------------------------------------·------------=-=""==·· j CS/CMST Coded Straps CMSTC provides nail slots for easy installation; it can be cul to length. CS are continuous uUllty straps which can be cut lo length on 1he job site. Packaged In lightweight (a/)out 40 pounds) cartons .. FINISH: Galvanized. Some products available In ZMAX9 coaling; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward. • Refer to the applicable code ror minimum nail penetration and nininum wood edge and end distances. • The table shows the maximum allowable loads and the nails required to Obtain them. Fewer nails may be used; reduce the allowable load as shown in footnote #3. • The cut length of the strap shall be equal lo twice the •End Length" noted in the table plus the clear span dimension. • CMST only-Use every other round hole Ir the wood.tends to split. Use round and triangle holes tor comparable MST loads, providing wood does not tend to split 1 • For lap slice and alternate nailing information, refer to technical bulletin T-CMST , (SH page 230 tor details). [ • CS straps are available in 25' lengths, order CS14-A, CS16-A, CS18·A, CS20-R or CS22·R. l CODES: See page 13 for Code Reference Kay Chart I ------~--------· -------·--1 __ • Thi# products;n avaJ/abll with addltlonal corrosion protaclion. Addltionll products on this page may a/s.O bl avallltll, with this option, chick with Simpson StrontJ-Titl for dltlils. ,.-~.!!~~!'!~ lfJPIO'Mi5tor 1n11a1at1o21/orn with thllnfoStrongtlon-Dtfw SD ,;,u_,,,,..,..,.,.,,_,or $Cl6W, n pa(/11 mar. ,ma • 'CS14· • CS16 150' . CS18' 1. Loads Include a 60% load dulllion lncrase on the fasteners for wind or se~ loading. 2. Use half of lhe required nails in each member being connected to achiev8. the fisted loads. 3.Galculate the connector value for a reduced number ot nails as follows: Alf<!wable Load.. No. 01 Nails Used. x Table load ·No. of Nalls in Table Examp/1: ~6 in OF/SP wilh 40 nats kllal. Allowable Load= 40. Nails (Used) ·x 4585 lbs= 3658 lbs (Half of the nails much IMl11blr btlnl conn,ct,d) 50 Nails {Table) 4. Tansi9n loads apply for uplift when installed vertically. 5. IIAILS: 16d = 0.162' dia.x 3¾" long, Typical cs Installation as a. Floor-lo-Floor Tie (CMST requires minimum 2-2xstuds) CMST14 Hole Pattern (CMST12 similar) !; ~:~: '::'Il 3'1)p. CMSTC16 Hole Pattern , Gauge stamped on part for easy identification 16d Sinker=0.148"dia.x3¼" long, 10d = 0.14B'dla.x3" long. See page 22-23 lou1111tr nall siZH and info.rmation. --------Cullength---------i NOT SURE HOW MUCH COIL STRAP YOU NEED? Simpson Strong-lie has a web-based app. the.Coil Strap Length Galculator, which can help you quickly determine the cut lenglh of each strap and the total amount of coil sltap needed for each application on a project For more mformatio11 or to access. go to www.stronglie.com/sottware. Minimum End Distance Strap C~ear Span is 10x Diameter of Nail (Typ.) ---End Length End Length- Roof Sheathing r Typical Horizontal CS/CMST Installation 13 175 I f I t l I i I I FRAMING DESIGN KEY PLAN \ I \ I \ I X I \ I \ I \ I ':7, 1/4 .. /FT. MIN. 11 I I I I\. ,,_ I ~ I SLOP 11/j""!CA-L-f-Oor So\~rs, (v~ 15/J li-t Dunn Savoie Inc. Structural Engineering 908 S. Cleveland Street Oceqnsice, CA 92054 PH: 760 966-6355 FAX: 760 966-6360 f·wooci\eiaifi:. Description : Ripped roof joists design Project Title: Engineer: Project Descr: Project ID: :~:-•~co_-1r_g~~~~n~~½-=l.__ _______________________ _ Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 _Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-1 O Fb-Tension Fb-Cdmpr Fc-Prll Fc-Perp 900.0psi 900.0psi E: Modulus of Basticity WoodSpecies : Douglas Fir-Larch Wood .Grad~ : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2.50X7.375 Span=15.0ft 1,350.0psl 625.0psi 180.0psi 575.0psi + Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.210pcf Repetitive Member Stress increase t Service loads entered. Load Factors will be applied. for calculations, Uniform Load: D = 0.0120, Lr= 0.020 ksf, Tributary Width= 2.0 ft, {Roof loads t.'.:DESIGN:SOMMAR:t..f~~~-~:i !Maxini'i.im Bending Stress Ratio . ;, . . ... ---··o.670: 1 ' Section used for this span 2.50 X 7.375 fb : Actual = 953.11 psi Maximum Shear Stress Ratio Section used for this span fv :Actual FB :Allowable = 1,423.1·3psi Load CombinaUon +D+Lr+H ~ocation of maximum on span =-7.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.343 in Ratio= 0.000 in Ratio= 0.548 in Ratio = 0.000 in Ratio-= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 525 0 <360 328 . 0 <180 l .. -------------······------·--------·-·· -···-· ----------------... --------------- Design OK = 0.160: 1 2.50 X 7.375 = 35.92psi = 225.00 psi +D+Lr+H = 14.398ft = Span#1 •.• l :,;,axrmum:Forcei&:Strisses7oriI:6acrcoffi~'. --':.>::.......at"-~~---=-'~'.&"-'"' ............... ,~--. ___ .._ __ • d~~.~-,•.;..">1".,.,.~.,.,;'_}.~---~---'-------------------- Load Combination Max Stress Ratios Segmeni-Lenglh Span# M V Oct C FN C; Cr Cm C t CL -t-D+H Length = 15.0 ft 0.349 0.083 0.90 1.100 1.00 1.15 1.00 1.00 1.00 -t-D-tL-tH 1.100 1.00 1.15 1.00 1.00 1.00 Length= 15.0 ft 1 0.314 0.075 1.00 1.100 1.00 1.15 1.00 1.00 1.00 -t-D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 Length=15:0ft 0.670 0.160 1.25 1.100 1.00 1.15 1.00 1.00 1.00 -t-D+S+H 1.100 1.00 1.15 1;00 1.00 1.00 Length= 15.0 ft 1 0:273 0.065 1.15 1.100 1.00 1.15 1.00 1.00. 1.00 -+D+0.750Lr+0.750L +H 1.100 1.00 i.15 1.00 1.00 1.00 Length= 15.0 ft 1 0.565 0.135 1.25 t100 1.00 1.15 too 1.00 1.00 -+D+0.750L +0.750S-tfl 1.100 1.00 f.15 1.00 1.00 1.00 Length-=15.0ft 1 0.273 0.065· 1.15 1.100 1.00 1.15 1.00 1.00 too Moment Value$ M lb 0.68 357.41 0.68 357.41 1.80 953.11 0.68 357.41 1.52 804.18 0.68 357.41 F'b 0.00 1024.65 0.00 1138.50 0.00 1423.13 0.00 1309.28 0.00 1423.13 0.00 1309.28 v 0.00 0.17 0.00 0.17 0,00 0.44 0,00 0.17 0.00 0.37 0.00 0.17 fv 0.00 13.47 0.00 13.47 0.00 35.92 0.00 13.47 0.00 30.30 0.00 13.47 F'v 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 Dunn Savoie Inc. Structural Engineering 908 S. Cleveland·Street Oceansice, CA 920~ PH: 760 966-6355 FAX: 760 966-6360 Description : Ripped roof joists design Load Combination Segment Length Max Stress Ratios Span# M V ·•!Ml.60W+H Length = 15.0 ft +1.113D-t-0.70E+H Length= 15:0 ft 1 -+D-t-0,750Lr-t-0.750L-t0.450W+H Length = 15.0 ft 1 +D+0.750L+0.750S+0.450W+H 0.196 0.047 0.218 0.052 0.441 0,105 Length= 15.0 ft 1 0:196 0.047 +1.084D+0.750L4().750S-t-0,5250E.,- Length = 15.0 ft 1 0.213 0.051 +0.60D-t-0.60W-t-0.60H Length= 15.0 fl +0.4874D-t-0.70E-t-0.60H 1 0.118 0.028 Length= 15.0 fl 1 0.096 0.023 Cd 1.60 1.60 1.60 1.60 1.60 1.60 1.60 CFN Cj Cr Cm 1.100 1.00 1.15 1.00 1,100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1,100 1.00 1.15 1.00 1.100 1.00 1,15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 1.100 1.00 1.15 1.00 Project Tille: Engineer: Project Descr: Project ID: /0 Pnnted: 16 DEC 2014, 5.16PM Moment Values Shear Values Ct CL M fb Pb V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.68 357.41 1821.60 0.17 13.47 288.00 1.00 1;00 0.00 0.00 0.00 0.00 1.00 1.00 0.75 397.65 1821.60 0.18 14.98 288.00 1:00' 1.00 0.00 0.00 0.00 0.00 1.00' 1.00 1.52 804.18 1821.60 0.37 30.30 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.68 357.41 1821.60 0.17 13.47 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.73 387.59 1821.60 0.18 14.61 288.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1-.00 0.41 214.45 1821.60 0.10 8.08 288.00 1.00 1.00 0.00 0.00 0.00 0.00 too 1.00 0;33 174.22 1821.60 0.08 6.56 288.00 C1tvArif~i@.li!!l!tefi!.:,_~~-~--=·~ =-~--_---~--=-:,_--. ~---=-=~=-"--------,-------------,--,--...,.-:-- Load Combination Span Max.•.• Deft Localion·fn Span Load Combination Max.•+• Defl Location in Span 7 -+D-+lr*! 1 0.5484 7.555 0.0000 0.000 r~eactions· Support notation: Far left is #1 Values in KIPS h .. ,~-..... ~-~------~--,-·---..;,......:;.~--~-~~-'-'--.,_I ---------------------'--------Load Combination Support 1 Support 2 overall MAXimum Overall MINimum -+D+H -+D-+l+H -+D-+lr.-t-H '!D+S+H -+D-t-0. 750Lr-t-O. 750L +H -+D+0.750L-t-0.750S+H -+0:,.0.60W+H -+D-t-0.70E+H -+D+0.750Lr-t-0:750L+0.450W-t-H -+D+0.750L +0.750S+0.450W-t-H +D+0.750L +0.750S+0.5250E+H -t-0.60D+0.60W-t-0.60H -t-0.60D+0.70E-t-0.60H DOnly Lr Only LOnly sonly WOnly EOnly HOnly 0.4BO 0.480 0.108 0.108 0.180 0.180 0.180 0.180 0.480 0.480 0.180 0.180 0.405 0.405 0.180 0.180 0.180 0.180 0.180 0.180 0.405 0.405 0.180 0.180 0.180 0.180 0.108 0.108 0.108 0.108 0.180 0.180 0.300 0.300 OSI DUNN SAVOIE INC. STRUCTURAL ENBINEERINB 90B S. CLEVELAND ST. OCEANSIDE, CA, 92054 PH: (760) 966-t:aass FAX: {76.0) 966-6:360 JOB SHEET NO. CAL CU LA TED BY CHECKED BY SCALE Verizon -Olivenhain Munici al HG DATE 4/15 DATE LEDGER CONNECTION DESIGN FOR GRAVITY LOADS INPUT VALUES: TYPICAL LEDGER CONNECTION Maximum load per anchor Pa+ir= 480 lbs Cd= 1.25 Duration factor (D + Lr) Bolt Diameter Doro,= 0.514 in Fem= 6150 psi Main member dowel bearing strength Dowel bending yield strength Fyb = 45000 psi Is = 2.5 in Side member dowel bearing length Anchor bolt embedment Im= 5.625 in Fes = 3150 psi Side member dowel bearing strength Angle· of load 0::: 90 deg COEFFICIENTS FOR YIELD LIMIT EQUATIONS: Re= 1.952 Ka= 1.25 1+Re = 2;952 1+2Re = 4.905 k1 = 1.288 k2 = 1.471 ( 0 ) R _ lm R _ F1nn Ke = 1 + 360 t -ls e -Fss k -~R,.+2.R;(l+Ri+R;)+R;R;-R,,(l+Ri) I -. l+R e R, = 2.250 k3 = 0.959 1+Rc = 3.250 1+R1+R/ = 8.313 YIELD LIMIT EQUATIONS (SINGLE SHEAR): DlmFiml lllm.= k 2 DlmFllffl /=: Z= = 3556 lbs Z=, = 1333 lbs 4K9 3.2K9 (1 + 2R6 ) ls: Z= Dl5 F11s Il/5 : k3 DlsFsm = 810 lbs Z= = 480 lbs 4K6 3,.2Ke (2 + R8 ) k1DlsFBs IV: vz 2FumF"lb II: Z= = 1159 lbs Z= . 3(1 +RB) = 522 lbs 3.6K9 3.2K0 Z =Zmin = 480 lbs ALLOWABLE SHEAR LOAD FOR LEDGER CONNECTION Z' = Z(CD) = 599 lbs > P= 480 lbs USE 5/8" Cl> x 5 5/8" EMBEDMENT STEEL THREADED RODS INTO 3x LEDGER @ 24" O.C. AND WITH HILTI HIT-HY 70 ADHESIVE INTO CONCRETE BLOCK WALL PER ICC ESR-2682 DUNN SAVOIE INC. JOB Verizon -Olivenhain STRUCTURAL ENGINEERING .;;.SH-"E-E_T_N_O_. ------~-------1-2..,.,1-4---1 SIOB S. CLEVELAND ST. CALCULATED BY HG DATE ......,.-,-------------------1 OCEANSIDE, CA. 92054 CHECKED BY DATE ------------------PH: ('760) 966-sa ss SCALE F'AX: ['760) 966-6360 -----------------------1 ELEMENT ANCHORAGE · er 2012 lnternatiorial ;Buildin'····ct>de ahcl' ASCE 7.;10 . ··---·-·. ---···--p -. . . -.... -···-· ·---·-~--··g ·-··---···---------·-··-..... ELEMENT CRITERIA Baterry Rack EQUIPMENT WEIGHT Wp -2860 lbs DIMENSIONS: LENGTH L = 33 in WIDTH (anchor spacing ) w = 23 in HEIGHT H = 37.66 in EQUIPMENT ELEVATION z = 0.0 ft ROOF ELEVATION h = 0.0 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY = D SPECTRAL ACCELERATION, SHORT PERIOD Sas = 0.804 IMPORTANCE FACTOR Ip = 1.25 COMPONENT AMPLIFICATION FACTOR ap = 1.0 COMPONENT RESPONSE MODIF. FACTOR RP = 2.5 Design Seismic Load per 2012 International Building Code and ASCE 7-10 Design Lateral Force: (13.3-1) (LRFD) (ASD) F = 0.4aeSos (1 + 2(z/h)) WP = 0.302 Wp = 0.215 Wp p (Rp/lp) Lower Limit: (13.3-3) Fp= Ugger Limit:. (13.2:2) Fp= Therefore, Fp= 0.302 Fp= 0.215 ELEMENT ANCHORAGE LRFD OVERTURNING: Wp Wp 0.3*·sos Ip Wp = 1.6*.Sos Ip Wp = (LRFO) = .862 (ASD) = 616 OM= Fp,H/2 = 1353 lb-ft 2026 lb-ft RM= (0.9-0.2S05)*Wp,W/2 = NETM = OM-RM TheteforeT SHEAR: No. of bolts = V = F P / No. of bolts = = = < 0 fb,-ft 0 lbs, 4 216 lbs 0.302 Wp = 0.215 1.608 Wp = 1.149 lbs lbs per side USE: 1/2" SS HIL Tl KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4" EMBED Wp Wp ouNN sAvo1E 1Nc. JOB Ver.izon-Olivenhain STRUCTURAL ENGINEERING SHEET NO. . C\ _______ ........, _________ _ 908 s. CLEVELAND ST. _CA_L_C_ULA_TE_D_·B_Y ____ HG ____ DA_T_E;....__1_2_/1_4 ___ OCEANSIDE, CA. 92054 CHECKEDBY DATE --------------------PH: C'760J 966-6355 SCALE FAX: C76D) 96s-saiso ------------------ ELEMENT CRITERIA Equipment Rack (RR and DR} EQUIPMENT WEIGHT WP = 1200 lbs DIMENSIONS: LENGTH L = 18.25 irr WIDTH .(anchor spacing ) w = 15.5 in HEIGHT H = 84 in EQUIPMENT ELEVATION z = 0.0 ft ROOF ELEVATION h = 0.0 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY = D SPECTRAL ACCELERATION, SHORT PERIOD Sos = 0.804 IMPORTANCE FACTOR Ip = 1..25 COMPONENT AMPLIFICATION FACTOR ap = 1.0 COMPONENT RESPONSE MODIF. FACTOR Rp = 2.5 Design Selsmic,Load per·2012 International Building Code and ASCE 7-10 I Design Lateral Force: (13.3-1) (LRFD) (ASD) . F = 0.4apSos (1 + 2(z/h)) Wp = 0.302 Wp = 0.215 Wp p (Rp/lp) Lower Limit: £13.3-3) Fp= U1212er Limit: (13.3-22 Fp= Therefore, Fp= 0.302 Fp = 0.215 ELEMENT ANCHORAGE LRFD OVERTURNING: Wp Wp 0.3*SoslpWp = 1.6* Sos Ip Wp = {LRFD) = 361 (ASD} = 258 OM= Fp.H/2 = 1264 lb-ft RM= (0.9-0.2S05)*Wp,W/2 = 573. lb-ft NET M = OM-RM = 691 lb-ft Therefore T = 535 lbs SHEAR: No. of bolts = 4 V = FP /No.of bolls = 90 lbs 0.302 Wp = 0.215 1.608 Wp = 1.149 lbs lbs per side USE: 1/2" SS HILTI KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4" EMBED Wp Wp ! r l I t I i ! I I www.hilti.us Company: Specifier: Addresi;: Phone I Fax: E-Mail: Dunn Savoie, Inc. HG 908 S. Cleveland Street,. Oceanside, CA 92054 760-966-6355 J 460-966-6360 hgabilan@surfdsi.com Page: Project: Sub-Project I Pos. No.: Date: ,:,,s., Profis Anchor 2.4.9 Verizon-Olivenhain 12/15/2014 Specifier's comments:. Critical load for overturning Is for the equipment rack. Use boll pattern and·overtuming moment from equipment rack loads. Use Fp from battery rack to be conservative 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued'! Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cal C,.D, E, or F) Geometry [in.] & Loading [lb, in.lb] Kwlk Bolt TZ • SS 316 1/2(31/4) ha1,aa = 3.250 in., hJ1001 = 3.625 in. AISI 316 ESR-1917 5/1/2013 I 5/1/2015 design method.AC! 318-11 / Mech. eb = 0.000 in. (no stand-off); t = 0.250 in. Ix x ly x l = 25.000 in. x 22.750 in. x 0.250 in.; (Recommended plale thickness: nol calculated) no profile cracked concrete, , f0' = 2500 psi; h = 6.000 in. hammer drilled hole, Installation condition: dr.y tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Tension load:yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) ' z: . ' ' ' lnpul dala and resulls must be checked for agreement wilh the existing cofldilions and'for plausibillly! PROFJS Anchor ( c.) 2003-2009 HilllAG. FL-9494 Schaen Hilll is a re9iste~ Trademerli or Hilli AG. Scllaan I r l www.hilti.us Company: Specifier: Dunn Savoie, Inc. HG Page: Project: •=ilS•• Profis Anchor 2.4.9 2 Verizon-Olivenhain Address: 908 S. Cleveland Street, Oceanside, CA 92054 760-966-6355 I 460.966-6360 hgabilan@surfdsi.com Sub-Project I Pos. No.: Phone I Fax: E-Mail:. 2 Proofl Utilization (Governing Cases) Loading Tension Shear toading Proof Concrete Breakout Strength Steel Strength Combined tension and shear loads 3 Warnings !IN 0.104 • Please consider all details and hints/warnings given in-the detailed report! Date: Design values [lb] Load Capacity 430 4115 216 4472 Pv ' 0.048 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 12/15/2014 Utilization 11N I Pv [%] Status 11 / • OK -/ 5 OK Utilization j3N.v (%] Status 3 OK • Any and all inforrnallon and data contained.in the Software concern solely the use of'Hilti prqducts and are based on the principles, formulas and security regulationi;; in accordance with Hilll's technical directions ancl 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·conduc!ed 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 completeriess and the relevance of the data lo 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 lo 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 corre¢ness and the relevance of the results or suitability 'for a specific application. • You must lake all necessary and reasonable steps to prevent or limil 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 Hiltl on a regular basis. If you do not use the AutoUpdate function of the Software, you musl ensure that you are using. the current and thus up-to-dale version of the Software in each case by·carrying out manual updates via·the Hilli Website. Hilti will not be ilabte for consequences, such as the recovery oflost or damaged data or programs, arising from a culpable breach of cluty by you. Input dala and resuHs musl be checked lor agreemenl wilh lhe·existing conditions and for plausibiliiy! PROFIS Anchor (,c.) 2003-2009 Hi1!1AG, FL-9494 Schaan Hilll is a registered Trademark of H11U AG, Schaan ouNN sAva1E 1Nc. JOB Verizon -Olivenhain OSI STRUCTURAL ENBINEERING SHEET"NO. _ 7,/Z, ...-----------;..._------------1 908 s. CLEVELAND ST. CALCULATED BY HG DATE 4/15 ----------------'----I OCEANSIDE, CA. 92054 CHECKEDBY DATE --------------=-=------I PH: C76DJ 96s-sass SCALE FAX: ('760) 966-6:360 ,;;;.;;;.;;;;;;__, __________________ --I ELEMl:NT ANCHORAGE per 2012 International Building Code and ASCE 7-10 ELEMENT CRITERIA "Genrac" SD030 Generator EQUIPMENT WEIGHT WP = 3439 lbs DIMENSIONS: LENGTH L = 93.8 in WIDTH (anchor spacing ) w = 30 in HEIGHT H = 89 in EQUIPMENT ELEVATION z = 0.0 ft ROOF ELEVATION h = 0.0 ft SEISMIC CRITERIA SEISMIC DESIGN CATEGORY = D SPECTRAL ACCELERATION, SHORT PERIOD Sos. = 0.804 IMPORTANCE FACTOR Ip = 1.25 COMPONENT AMPLIFICATION FACTOR ap = 1.0 COMPONENT RESPONSE MODIF. FACTOR Rp = 2.5 Design Seismic Load per 2012 International Building Code and ASCE 7-10 Design Lateral Force: <1·3.3-1} -(LRFD) (ASD) F = 0.4apSos (1 + 2(z/h)} Wp = 0.302 Wp = 0.215 Wp p (Rp/lp) Lower Limit: (13.3-3) Fp= U1212er Limit: (13.3-2} Fp= Therefore, Fp= 0.302 Fp= 0.215 ELEMENT ANCHORAGE LRFD OVERTURNING: Wp Wp 0.3* S05 Ip Wp = 1.6*Soslj,Wp = (LRFD) = 1037 (ASD)' = 741 OM= Fp,H/2 = 3846 lb-ft 3178 lb-ft RM= (0.9-0.2S05)*Wp.W/2 = NETM = OM-RM ThereforeT SHEAR:. No. of bolts = V = FP /No.of bolts = = 4 668 lb-ft 267 lbs 259 lbs 0.302 Wp = 0.215 1.608 Wp = 1.149 lbs lbs per side USE: 1/2" SS HIL Tl KB TZ EXPANSION ANCHORS WITH MIN. 3 1/4" EMBED Wp Wp www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: Dunn Savoie, Inc. HG 908 s. Cleveland Street 760 966 6355 J 760 966 6360 hgabilan@surfdsi.com· Specifier's comments: Emergency Generator loads. 1 lnputdata Anchor·type and.diameter: Effective embedment-depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Kwik Bolt TZ -SS 316 1/2 (3 1/4) her= 3.250 in., hnom = 3.625 in. AISI 316 ESR-1917 5/1/201315/1/2015 Design method ACI 318 f AC193 eb = 0.000 in. (no stand-off); I = 0:250 in. Page: Project: Sub-Project I Pos. No.: Date: ff i:r/lr:· ,:,,s., Profis Anchor 2.5.1 1 Verizon-Olivenhain Emergency Generator 4/2/2015 Anchor plate: Ix x ly x t= 95.000 in. x 38.000 in. x 0.250·in.; (Recommended plate thickness: not calculated) Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] no profile cracked concrete, 2500, r.; = 2500 psi; h = 12.000 iri .. tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement none or< No. 4 bar yes (0.3.3.5) zi lnpuldata and results musl be checked for agreemenl wdh the exisllng ccndluons and for piau~ibililyl PROFIS Anchor (.c) 2003-2009 Hilll AG, FL-9494'Schaan HilU is a registered.Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Dunn Savoie, Inc. HG ,:,,-; •• Profis Anchor 2.5.1 Page: 2 Project: Address: 908 S. Cleveland Street Sub-Project I Pos. No.: Verizon-Olivenhain Emergency Generator 4/2/2015 Phone I Fax: E-Mail: 760 966 6355 I 760 966 6360 hgabilan@surfdsi.com 2 Proof I Utilization (Governing Cases) Lo~dlng Tension Shear Loadi,ng Proof Concrete BreakoutStrength Concrete edge failure in direction y+ Coml:>ined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Cap<!City 265 3143 1037 10580 Pv ' 0.098 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Utilization llN, Pv r1o1 Status 9/-OK -/10 OK Utilization f!N,v [%] Status 4 OK • 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 Hllti'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-tlierefore use-specific tests are to be conducted prior to using the relevant Hllti product. The results of the calculations carried out by mea_ns of the Software are b_ased 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 niust take all necessary and reasonable steps to prevt;1nt or limit damage caused by the Software. In particular, you musLarrange for the regular backup of programs and data and, if applicable, carry out-the updc1tes ofthe Software offered by Hilli on a regular basis. If you do not use Jhe 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 oul manual updates via the Hilli 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. Input data and results mu_st be checked for agreement with lhe existing condiUons and for plauslbihty! PROFIS Ancho~( c-) 2003-2009 H,IU AG. FL-9494 Schaen Hilli is a registered Trademark of H,m AG, Schaan 1- 1 ! =V19abilaiilsh~lf! & Su~z (Hlsioiiii)WeflzQii ~"Qfiyeiiliairi ~Q.i¢.iii~~~CU!,AT!~§IQl!~J\tiai,il.~ · ~ . . . . . .. · . . : .. : ...• :ENERCALC,JNC:)9aa:2015, B(iild:6;15;1:J9, Ver,6.15:1,19_ • • I Description.: "Genrac' SD030 Generator Concrete Pad Code References Calculations per AC! 318-11, !BC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information ----· ---~---. '·--------·· ... -------·----------------------------- Material Properties fc : Concrete.28 day strength = fy : Rebar Yield = Ee : Concrete Elastic Modulus = Concrete Density = <p Values Flexure = Shear = Analysis Settings Min Steel% Bending Reinf. = Min Allow% Temp Reinf. = Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Fig Wt for SoilPressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stabillty, mom & shear Dirn~nsio.ns Width parallel to X-X Axis = Length parallel lo Z-Z Axis = FOQting Thicknes = Pedestal dimensions ... px : parali~I to X-XAxis = pz: paraHel to Z-2 Axis ~ Height - 'Rebar Centerline to Edge of Concrete. al Bottom offooting = R~inforcing aars parallel l9 X-X Axis Number of Bars = Reinforcing Bar Stze = Bars parallel to Z0Z Axis Number of Bars = Reinforcing Bar Sizt = # # 5.0 ft 9.0 ft 12.0 in in in in 3.0 in 9.0 5 5.0 5 B1rndwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio111g X-X Axis # Bars required within·zone 71.4 % # Bars required on each side of zone 28.6 % AppliE!d Loa~s D P : Column Load = 3.439 OB : Overburden = M-xx = M~zz = V-x = V-z = 2.50 ksi 60.0 ksi 3,122.0 ksi 150.0 pcf 0.90 0.750 0.00180 1.50: 1 1.50: 1 Yes Yes No. No Lr Soil Design Vl;llues Allowable Soil Bearing Increase Bearing By Footing Weight son Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = = = Increases based on footing Depth Fooling base depth below soil surface = Allowable pressure increase per foot of dept= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep = when maximum length or width is greater-= ' I·-_ ·--. , , _: !_ __,_ J 1 y ' . :-::i ___.. . -' -~ ~ . ~ ·-,,_, ' -, ,=-. ·t i;......:+,a---+a,,4--'·=1·:: i m q a. 1,t,-.-....,..---t,,,,.-f,-CC ~f-·'. ~ .. j,'~--: ~ .:~ ~ II 5' O" ~ __ ..,,,.. __ , 1.50 ksf Yes 100.0 pcf 0.250 0.670 ft ksf ft ksf ft 1·:.: 1· 'I Z-2Si,,;lifu[oof.ii'ijlo..-X L s w E 3.846 1.037 H k ksf k-ft k-ft k k t l ! ' I I I :~\s!iaieil\Booth·&.su~t {ffls)9ne)\Ve@ii\ ,pt~ii~a/i! Mgl).illlf'i!!IY'!EW'~~Ul,>,TIO,N~Qlj_vel]_haiJecl .• ' . · . _ ENERCALc;,fNC._.1983-20.15;'.Bw1<!:6,j5,M9,,Vef.6.15:M.9 .· • • • I Description : 'Genrac" SD030 Generator Concrete Pad DESIGN SUMMARY ·------· ·-··---------·-----------------------~-------------'-·1411-i•ltli...._ Min.Ratio Hem Applied PASS 0.2107 Soil Bearing 0.3161 ksf PASS n/a Overturning -X-X 0.0 k-ft PASS 4.471 bverturning -Z-Z 3.418 k-ft PASS 2.384 Sliding-X-X 0.7259 k PASS n/a Sliding-2-Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.04949 Z Flexure (+X} 0.5962 k-ft PASS 0.04949 Z Flexure (-X) 0.5962 k-ft PASS 0.08993 X Flexure ( +Z) 1.083 k-ft PASS 0.08993 X Flexure (-2) 1.083 k-ft PASS 0.02312 1-way Shear(+X} 1.734 psi PASS 0.02312 1-way Shear (-X) 1.734 psi PASS 0.04953 1-way Shear (+Z) 3.715. psi PASS 0.04953 1-way Shear (-Z) 3.715 psi PAS.S 0.09769 2-way Punching 14.653 psi _ Detai1,d.Res1,1lts _______ Soil Bearing Rotation Axis & Load Combination, .. Gross Allowable Xecc Zecc X-X. +D+H 1.50 n/a 0.0 X-X.+D+L+H 1.50 rifa 0.0 X-X. +b+Lr+H 1.50 n/a 0.0 X-X. +b+S+H 1.50 n/a 0.0 X-X. +D+0.750Lr+D.750L +H 1.50 n/a 0.0 X-X. +D+0.750.L +0.750S+H 1.50 nla 0.0 X-X. +D+0.60W+H 1.50 nfa d.O X-X. +D+0.70E+H 1.50 nia 0.0 X-X. +D-0.70E 1.50 nfa 0.0' X-X. +D+0.750Lr+0.750L +0.450W+H 1.50 n/a 0.0 X-X. +D+0.750L +0.750S+0.450W+H 1.50 nia 0.0 X-X. +D+0.7501:. +0.750S+0.5250E+H 1.50 n/a 0.0 X-X, +D+0.750L +0.750S-0.5250E 1.50 nla 0.0 X-X. +0.60D+0.60W+0.60H 1.50. n/a 0.0 X-X. +0.60D+0.70E+0.60H 1.50 nla 0.0 X-X. +0.60[).().70E 1.50 n/a 0;0 Z-Z. +D+H 1.50 0.0 n/a Z-Z.+D+L+H 1.50 0.0 nla Z-Z. +D+Lr+H 1.50 0.0 n/a Z-Z. +D+S+H 1.50 0.0 n/a Z-Z. +D+0.750Lr+0.750L-tH 1.50 0.0 n/a Z-Z. +D+0.750L+0.750S+H 1.50 0.0 n/a 2-Z. +D+0.60W+H 1.50 0.0 n/a Z-Z. +D+0.70E+H 1.50 4.026 n/a Z-Z. +0-0.70E 1.50 -4.026 nla Z-Z. +D+0.750Lr+D.750L +0.450W+H 1.50 0.0 nla Z-Z. +D+0.750L +0.750S+0.450W-tH 1.50 0.0 nla Z-Z. +D+Q.750L+0.750S+0.5250E+H 1.50 3.019 n/a Z-Z. +D+0.750L+0.750S-0.5250E 1.50 -3.019 n/a Z-Z. +0.60D+0,60W+0.60H 1.50 0.0 nla Z-2. +0.60D+0.70E+0:60H 1.50 6.709 n/a Z-Z. +0.60D-0.70E 1.50 -6.709 nla _Ov~rttiriling:Stability ____ Rotation Axis & Load Combination ... Overturning Moment X-X. +D+H None X-X. +D+L+H None X-X. +D+Lr+H None X-X. +D+S+H None Bottom,-Z 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0.2264 0:1359 d.1359 0.1359 n/a n/a n/a n/a n/a n/a n/a nla n/a nla n/a n!a nla nia n/a n/a Capacity 1.50 ksf 0.0 k-ft 15.284 k-ft 1.730 k 0.0 k 0.0 k 12.046 k-ft 12.046 k-ft 12.046 k-ft 12.046 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Governing Load Combination +D-0.70E about Z-Z axis No Overturning +0.60D+0.70E+0.60H +0.60D+0.70E+0.60H No Sliding No Uplift +1.361 D+0.50L +0.20S+E+1.60H +1.361D+0.50L +0.20S-1.0E+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H +1.40D+1.60H Actual Soil Bearing Stress Actual/ Allowable Top, +Z Left, -X Right,+X Ratio 0.2264 n/a n/a 0.151 0.2264 n/a n/a 0.151 0.2264 n/a n/a 0.151 0.2264 n/a n/a 0.151 0.2264 nia n/a 0.151 d.2264 n/a n/a 0.151 0.2264 n/a n/a 0 151 0.2264 n/a nfa 0.151 0,2264 n/a n/a 0.151 0.2264 nia n/a 0.151 0.2264 n/a n/a 0.151 0.2264 n/a n/a 0.151 0.2264 n/a n/a 0.151 0.1359 n/a n/a 0.091 0.1359 n/a n/a 0.091 0.1359 nla nfa 0.091 n/a 0.2264 0.2264 0.151 n/a 0.2264 0.2264 0.151 n/a 0.2264 0.2264 0.151 nfa 0.2264 0.2264 0.151 n/a 0.2264 0.2264 0.151 n/a 0.2264 0.2264 0.151 n/a 0.2264 0.2264 0.151 nla 0.1368 0.3161 0.211 nla 0:3161 0.1368 0.211 n/a 0.2264 0.2264 0.151 n/a 0.2264 0.2264 0.151 nla 0.1592 0.2936 0.196 n/a 0.2936 0.1592 0.196 nla 0.1359 0.1359 0.091 n/a 0.04622 0.2255 0.150 n/a 0.2255 0.04622 0.150 Resisting Moment Stability Ratio Status 0.0 k-ft lnfinitv OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK 0.0 k-ft Infinity OK ·:Vig~bllanW!~~!li'~ suaiez (H1sroneJ1v~nzoii~ 9!iv®.~ai~ Miiji~i~;Vt'-CAtCU.J..AT!9.tl§)011~nha1n,.fl!! · . . .. cENERCALC, INC.:1983-20)5, Buiid:6:15.t19,'Ver.6,15.1,t9 . .. • Description: 'Genrac• S0030 Generator Concrete Pc1d _ Overturning Stability_ _ _ _ . - Rotation Axis & Load Combination ..• Over:tuming Moment Resisting Moment Stability Ratio Status X-X. +D+O. 750Lr+O. 750L +H None 0.0 k-ft Infinity OK X-X. +D+0;750L+0.750S+H None 0.0 k-ft lnfinltv OK X-X: +D-t0.60W+H None 0.0 k-ft lnfinitv OK X-X. +D+0.70E+H None 0,0 kcft Infinity OK X-X. ;-{}10.750Lr+0.750L +0.450W+H None 0.0 k-ft Infinity OK X-X. +0'+0.750L+0.750S+0.450W+H None 0.0 k-ft lhfini!Y OK ~X. +D+0.750L ~.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X: +0.60D+0.60W+0.60H None 0.0 k-ft lnfinitv OK X-X. +0.60D+0.70E+0.60H None 0.0 k-fl lnfinitv OK Z-Z.+D+H None 0.0 k-ft Infinity OK Z-Z. +D+L4! None 0.0 k-ft lnfinitv OK Z-Z. +D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0 k-ft lnfinltv OK Z-Z. +D+0.750Lr+0.750L+H None 0.0 k-ft lnfinitv OK Z-Z. +D'l{J.750L+0.750S+H None 0.0 k-fl lnfinitv OK Z-t. +D+0.60W+H None 0.0 k-ft lnfinltv OK ZsZ. +D+0.70E+H 3.418 k-ft 25.473 k-fl 7.452 OK z:z. +D+0.750Lr'l{J.750L+0.450W+H None 0.0 k-ft lnfinitv OK Z-Z. +D+0.750L +0.750S+0.450W+H None 0.0 k-fl lnfinitv OK Z-Z. +D+0.750L +0.150S+0.5250E+H 2-.564 k-ft 25.473 k-ft 9.936 OK Z-Z. -t0.60D+0.60W+0,60H None 0.0 k-ft lnfinitv OK Z-Z. +0.60D'+().70E+0.60H 3.418 k-ft 15.284 k-ft 4.471 OK __ Sliding Sta~illty ___________ All units k ----------~-, Force Application Axis Load Combination ... Sliding Force Resisting Force Sliding SafetyRatio Status X-X. +D+H O.Ok 2.749 k No Slidina OK x~x. +o+L+H O.Uk 2.749k NoSlidina OK X-X. +D+Lr+H O.Ok 2.749 k No Slidina OK X-X. +D+S+H O.Ok .2.749 k NoSlidina OK .X-X. +D-t0'.750Lr-t-0.750L +H O.Ok 2.749 k NoSlidina OK X-X. +D-t0.750L+0.750S+H O.Ok 2.749 k NoSlidinci OK X-X. +0+0:60W+H 0.0.k 2.749 k No Slidina OK X-X. +D,t{).70E+H 0.1259 k 2.749 k 3:187 OK X-X. +D+0.750Lr+0.750L +0.450W+H O.Ok 2.749 k NoSlidina OK X-X. +D+O. 750L +O. 750S+0.450W+H O.Ok 2.749 k NoSlidina OK X-X. +D+0.750L +0.750S+0.5250E+H 0.5444 k 2.749 k 5.050 OK X-X. +0.60D+0.60W;<J.60H O.Ok 1.730 k NoSliaina OK X-X. +0.600+0.70E+0.60H 0.7259 k 1.730 k 2.384 OK Z-Z. +D+H 0.0 k 2.659 k NoSlidina OK Z-Z. +D+L+H 0.0 k 2.659 k NoSlidino OK Z-Z: +D+Lr+H O,Ok 2.659 k No Slidina OK Z-Z: +D+S+fi O.Ok 2.659 k NoSlidina OK Z-Z. +D+0.750Lr+0.750L +H 0.0k 2.659 k No Slidina OK ZcZ, +D-t0.750L+0.750S+H O.Ok 2.659 k NoSlidina OK Z-Z. +D+0.750L +0.750S+0.450W+H O.Ok 2.659 k NoSlidina OK Z-Z. +0'+():750L +0.750S+0.5250E+H 0.0 k 2.659 k NoSlidina OK Z-t. +0.60D+0.60W+0.60H b.Ok 1.641 k No Slidina OK Z-Z. +0.60D'+().70E+0.60H O.Ok 1.641 k No Slidina OK Z-Z. +D-t0.60W+H O.Ok 2.659 k NoSlidina OK Z-Z. +D-t0.70E+H 0.0 k 2.659 k NoSlidina OK Z-Z. +D-t0.750lr+0.750L +0.450W+H O.Ok 2.659 k NoSlidina OK F(!Oting F!exµre . . . - Flexure ~is & Load Combination Mu Which Tension@ As-Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? BQt or Top? i11•2 in•2 in•2 k-ft x:x. +1.40D+1.60H 1.083 +Z Bottom 0.259'2 Min Temo% 0.310 12.046 OK X-X. +1.400+1.60H 1.083 -z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.40D+1.601-j 1.083 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.40D+1.60H 1.083 -Z Bottom b:2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50lr+1.60L +1.601-! 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 0.9285 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50Lr+1.60L +1.60H 0.9285 +Z Bottom · 0.2592 MinTemo% 0.310 12.046 OK .G.e.~eral. Fq9ting :lhgabllan\shmBootli &·S\i~i (Hlsioiie)\Veriion -Olivl!nhairi Muilicipid\NEW CALCU!ATlONSIOHvenhain;ecl ' . ·... .··.· . · :. . . . . . . · • ,ENERCAL(INC.1983'-2015,Bu11d:6M,1Aa::vef.s:1s:1,19 : --I . • Description: 'Genrac• S0030 Generator Concrete Pad .. Footing Flexure ----· ·------ Flexure Axis & Load Combin~on Mu Which Tension@ AsReq'd Glim.As Actual As Phi•Mn Status k,ft Side? BotorTop? jnA2 iOA2 jnA2 k-ft X-X. +1.20D+0.50Lr+1.60L +1.60H 0.9285 -Z Bottom 0.1592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60L +0.50S+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60L +O ,50S+1.60H 0.9285 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60L+0.50S+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.29D+1.60L +0;50S+1.60H 0.9285 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK x~x. +1.200+1.60Lr+0.50L +1.60H 0.9285 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X. +1.20D+1.60Lr+0:50L +1.60H 0.9285 -Z Bottom 0.2592 Min Temo % 0.310 12.046 OK X-X. +1.20D+1.60Lr+0.50L +1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.6W+0.50L +1.60H 0.9285 -l Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60Lr+O .50W+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1 .. 20D+1.60Lr+0.50W+1.60H 0.9285 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.9285 +Z Bottom 0.2592 MiriTemo% 0.310 12.046 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.9285 -2 Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X. +1.20D+0.5QL +1.60S+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50L +1.60S+1.60H 0.9285 -2 Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50L +1.60S+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50L +1.60S+1.60H 0.9285 -2 Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+1.60S+Q;50W+1.60H 0.9285 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. -i-1.200+1.60S+0.50W+1.60H 0.9285 +Z Bottom 0.2592 Min Temo % 0.310 12.046 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.9285 -i. Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 0.9285 +Z Bottom 0.2592 MinTemoo/o 0.310 12.046 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 0.9285 -2 Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.3.10 12.046 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 0.9285 -2 Bottom Q.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 0.9285 cl Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. -i-1.20D+0.50L +0.50S+W+1.60H 0.9285 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.20Dt0.50L +0.50S+W't-1.60H 0.9285 -2 Bottom 0.2592 MinTemoo/o 0.310 12.046 OK x:x. +1.361 D+0.50L +0.20S-tE+1.60H 1.053 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.361 Dt0.50L +0.20S-tE-t-1.60H 1.053 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +1.361 D+0.50L +0.20S-1,0E+1.6C 1.053 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK XcX,. +1.361 D+0.50L +0.20S-1.0E+1.6C 1.053 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +0.90D+W+0.90H 0.6964 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +0:90D+W+0.90H 0.6964 -2 Bottom 0.2592 Min Tellio% 0.310 12.046 OK X-X. +0.90D+Wt-0.90H 0.6964 +Z Bottom 0.2592 Min Temo% 0.310 12.046 OK X-X. +0.90D+W+0.90H 0.6964 -2 Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +0.7392D-tE+0.90H 0.5720 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +0.7392D-tE+0.90H 0.5720 -Z Bottom 0.2592 MinTemo¾ 0.310 12.046 OK X-X. +0.7392D-1.0E+0.90H 0.5720 +Z Bottom 0.2592 MinTemo% 0.310 12.046 OK X-X. +0.7392D-1.0E+0.90H 0.5720 -Z Bottom 0.2592 MinTemo% 0.310 12.046 OK 2-Z. +1.40D+1.60H 0.3343 -X Bottom 0:2592 MinTemo% 0.310 12.046 OK Z-Z. +1.40D+1.60H 0.3343 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK 2-Z. +1.40D+1.60H 0.3343 -X Bottom 0.2592 MinTemo% 0.310 12.046 OK 2-Z. +1.40D+1.60H 0.3343 +X Bottom 0.2592 Min Temo % 0.310 12.046 OK Z-2. +1.20D+0.50Lr+1.60L +1.60H 0.2866 -X Bottom 0.2592 MinTemo% 0.310 12.046 OK 2-Z. +1.20D+0.50Lr+1.60L +1.60H 0.2866 +X Bottom 0'.2592 MinTemo% 0.310 12.046 OK Z--Z. +1.20D+0.50Lr+1.60L +1.60H 0.2866 -X Bottom 0:2592 MinTemo¾ 0.310 12.046 OK Z-2. -i-1.200+0.50Lr+1.60L +1.60H 0.2866 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK 2-Z. +1.20D+1.60L +O .50S+1.60H 0.2866 -x Bottom 0.2592 MinTemoo/o 0.310 12.046 OK Z-Z. +1.20D+1.60L +0.50S+1.60H 0.2866 +X Bottom 0.2592 Min.Temo % 0.310 12.046 OK Z-2. +1.20D+1.60L +0.50S+1.60H 0.2866 -X Bottom 0.2592 MinTemo% 0.310 12.046 OK ZoZ, +1.20D+1.60L:t0.50S+1.60H 0.2866 -i-X Bottom 0.2592 Minfemo% 0.310 12.046 OK Z-2. +1.20D+1.60Lr+0.50L +1.60H 0.2866 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-2. -t-1.20D+1.60Lr-+0.50L-i-1.60H 0.2866 +X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z. -t-1.20D+1.60Lr+0.50l -i-1.60H 0.2866 -X Bottom 0.2592 Min Temo % 0.310 12.046 OK Z-Z. +1.200+1.60Lr+0.50L +1.60H 0.2866 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-2. +1.20D+1.60Lr+0.50W+1.60H 0.2866 -X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-2. +1.20D+1.60Lr+0.50W+1.60H 0.2866 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK ZsZ, +1.20D+1.60Lr+0.50W+1.60H 0.2866 -X Bottom 0:2592 Min Temo% 0.310 12.046 OK Z-2. +1.200+1.60Lr+0.50W+1.60H 0.2866 +X Bottom 0.2592 Min Temo¾ 0.310 12.046 OK 2-Z. +1.20Dt0.50L +1.60S+1.60H 0.2866 -X Bottom 0;25~2 Min Temo % 0.310 12.046 OK z:z. +1.20D+0.50L +1.60S+1.60H 0.2866 +X Bottom 0.2592 Min Temo % 0.310 12.046 OK .. :VJ~~lshnd\Bqolh &'.S!J~ (!-lisioneJ\yen~on -91ir~Ji~aiii M~nl¢ip~g'!!gA!.:CULATIONS}QljveiJli~n~~I-. . . -ENERCALC;;rN~:,1983;2015, Bulfd:6,J5;.t19,'Ver.6.15:1.~9 ·' ---I Description: "Genrac• S0030 Generator Concrete Pad _ Footing Flexure _________ .. ---~------------- Flexure Axis & Load Combination Mu Which Tension@ AsReq'd Gvm.As Actual As Phi*Mn Status k-ft Side? Bot or Top 1 inA2 inA2 jnA2 k-ft Z-Z. +1.20D+0.50L +1.60S+1.60H 0.2866 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 0.2866 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.2866 -X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.2866 +X Bottom 0'.2592 Min Temp% 0.310 12.046 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.2866 -X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.2866 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z,Z. +1.20D,tQ,50Lr+0.50L +W+1.60H 0.2866 -X Bottom 0.2592 Min Temo % 0.310 12.046 OK Z-Z. +1.20D-t0.50Lr+0.50L +W+1.60H 0.2866 +X Bottom 0.25~2 Min Temo% 0.310 12.046 OK Z-Z: +1.20D+0.50Lr+0.50L +W+1.60H 0.2866 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK J.-Z. +1.20D+0.50L~+0.50L +W+1.60H 0.2866 +X Bottom 0 .. 2592 MinTemo% 0.310 12.046 OK Z-Z. +1.20D+0.50L +0.50S+W+1.60H 0.2866 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z. +1.20Dt0.50L +0.50S+W+1.60H 0.2866 +X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z. +1.20D+0.50L +0.50S+W+1.60H 0.2866 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 0.2866 +X Bottom 0.25Q2 ~lnTemP% 0.310 12.046 OK Z-z: +1.361 D+0.50L +0.20S+E+1.60H 0.05378 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK Z-Z. +1.361 D+0.50L +0.20S+E+1.60H 0.5962 +X Bottom 0:2592 Min Temp% 0.310 12.046 OK Z-Z. +1.3Q1 D+0.50L +0.20S-1.0E+1.60 0.5962 -X Bottom 0.2592 MinTemP% 0.310 12.046 OK Z-Z, +1.~61 D+0.50L +0.20S-1.0E+1.60 0.05378 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-Z. +0.90D±W+0.90H 0.2149 -X Bottom 0:2592 Min Temo% 0.310 12.046 OK Z-Z. +0.90D+W+0.90H 0.2149 +X Bottom 0.2592 MihTemo% 0.310 12.046 OK t~ j:~ig:::z:~~ 0.2149 -X Bottom 0.2592 Min Temp% 0.310 12.046 OK 0.2149 +X Bottom 0:2592 Min Temp% 0.310 12.046 OK Z-Z. +0.7.392D+Ei-Q.90H 0.09467 -X Too 0.2592 MinTemo% 0.310 12.046 OK Z-Z. +0.7392D+E+0.90H 0.4477 +X Bottom 0.2592 MinTemo% 0.310 12.046 OK Z-Z. +0.7392D-1.0E-t-0.90ff 0.4477 -X Bottom 0.2592 Min Temo% 0.310 12.046 OK Z-Z. +0,7392D-1.0E+0.90H 0.09467 +X Too 0.2592 MinTemo% 0.310 12.046 OK <>ne W~y l:lh~r LO"ad Combination ... Vu@-X Vu@+X Vu~-z Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1.40D+1.60H 1.734osi 1.734Psf 3.715 psi 3:715 osi 3.715Psi 75 osi 0.04953 OK +1.40D+1.60H 1.734osi 1.734osi 3.715 osi 3.715 osi 3.715osi 75 osi 0.04953 OK +1.20D·+MOLr+1.60L +1.60H 1.486psi 1.486osi 3.184Psi 3.184 osi 3.184osi 75 osi 0.04246 OK +1 :200+0.50Lr+1.60L +1.60H 1.486osi 1.486osi 3.184 osi 3.184 osi 3.184osi 75psi 0.04246 OK +1 :200+1.60L +0.50S+1.60H 1.486 osi 1.486 osi 3.184 psi 3.184 psi 3.184 osi 75osi 0.04246 OK +1.20D+1.60L +0.50S+1.60H 1.486osi ~.486 osi 3.184 osi 3.184 osi 3.184osi 75osi 0.04246 OK +1.20D+1.60Lr+0.50L +1.60H 1.486osi 1.486 osi 3.184osi 3.184 osi 3.184osi 75 Psi 0.04246 OK +1.20D+1.60Lr+0.50L +1.60H 1.486Psi 1.486 psi 3.184 Psi 3.184 osi 3.184osi 75 osi 0.04246 OK +1 :20Dt1 .60Lr+0.50W+1.60H 1.486osi 1.486osi 3.184 Psi 3.184Psi 3.184osi 75osi 0.04246 OK +120D+1.60Lr+0.50W+1.60H 1.486Psi 1.486osi 3.184 osi 3.184 osi 3.184osi 75 osi 0.04246 OK +1.20D+0.50L +1.60S+1.60H 1.486osi 1.486 PSi 3.184 osi 3'184 osi 3.184osi 75 osi 0.04246 OK +1.20D+0.50L +1.60S+1.60H 1.486osi 1.486 osi 3.184 osi 3.184 osi 3.184osi 75 osi 0.04246 OK +1.20D-r1 .60S+0.50W+1.60H 1.486osi 1.486 osi 3.184 osi 3.184 osi 3.184osi 75osi 0.04246 OK +1.20D+1.60S+0.50W+1,60H 1.486osi 1.486 osi 3.184 psi 3.184 osi 3.184 osi 75osi 0.04246 OK +1.20D+0.50Lr+0.50L +W+1.60H 1.486osi 1.486osi 3.184 PS! 3.184 osi 3.184osi 75Psi 0.04246 OK +1.20D+0.50Lr+Q.50L +W+1.60H 1.486 psi 1.486Psi 3.184'Psi 3.184 psi 3.184osi 75 osi 0.04246 OK +1.20D+0.50L +0.50S+W+1.60H 1.486 osl 1.486psi 3.184 osi 3.184 osi 3.184osi 75 Psi 0.04246 OK +1.20D+0.50L +0.50S+W+1.60H 1.486 osi 1.486osi 3.184osi 3.184 osi 3.184osi 75 osi 0.04246 OK +1.361 D+0.50L +0.20S:tE+UlOH 1.685 osi 1.685psi 3.611 psi 3.611 osi 3.611 osi 75 osi 0.04815 OK +1.3610,t{),50L +0.20S~ 1.0E+t60H 1.685 Psi 1.685.Psi 3.611 osi 3.611 psi 3.611 osi 75Psi 0.04815 OK ,t0.90D+W+0.90H 1.114 osi 1.114psi 2.388 psi 2.388 osi 2.388osi 75 osi 0.03184 OK t0.90D+W+0.90H 1.114osi 1.114 osi 2.388 psi 2.388 psi 2.388osi 75 osi 0.03184 OK +0'. 7392D+E+0,90H 0.9154 OSI 0.9154osi 1.962·osi 1.962 osi 1.962osi 75Psi 0.02615 OK +0.73920-1.0E+0.90H 0.9154osi 0.9154osi 1.962 osi 1.962 osi 1.962osi 75 osi 0.02615 OK _ P~nchi!19 ~h~~r All units k _,. _______ ------------ Load Combination ... Vu Phl*Vn Vu /Phi*Vn Status +1.40D+1.60H 14.653 osi 150osi 0.09769 OK +1.40D+1.60H 14.653 osi 150osi 0.09769 OK +1.20D+0.50Lr+1.60L +1.60H 12.56 osi 150osi 0.08373 OK +1.20D+0.50Lr+1.60L +1.60H 12.56 osi 150osi 0.08373 OK +1.20D+1.60L +0.50S+1.60H 12.56 osi 150osi 0.08373 OK +1.20D.+1.60L +0.50S+1.60H 12.56 osi 150osi 0.08373 OK +1.20Dt1 .60Lr+0.50L +1.60H 12.56 psi 150osi 0.08373 OK .. -·-··-: G!n~ral Footihg . · :Vlgabllaii~~lloolli&$U'aiiiz(tu519iieJ\V~..'. -_ .. _ . . . . .• . .:· ·-· .EN . • • • J Description : 'Genrac" SD030 Generator Concrete Pad All units k _Pqnching Shear _ Load Combination ... ...• ·-----·-····---------------------------- +1.20D+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L +1.60S+1.60H +1.20D+0.50L +1.60S+1.60H +1.200+1.60S+0.50W+1.60H +1.20D+1.60S+0.50W+1.60H +1.200+0.50Lr+0.50L +W+1.60H +1.20D+0.50Lr+0.50L +W+1.60H +1.20D+0.50L +0.50S+W+1.60H +1.200+0.50L +0.50S+W+1.60H +1.361 D+0:50L +0.20S+E+1.60H +1.361 D+0.50L +0.20S-1.0E+1.60H +0.90D+W+0:90H +0.90D+W+0.90H +0.7392D+E+0.90H +0.7392D-1.0E+0.90H Vu 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 12.56 osi 14.243osi 14.247 bsi 9.42 osi 9.42 osi 7.737 osi 7.741 osi Phi"Vn 150osi 150osi 150osi 150osi 150bsi 150osi 1500s1 150osi 150osi 15Dosi 150osi 150osi 15Dosi 150osi 150osi 150osi 150osi Vu/Phi*Vn 0.08373 0.08373 0.08373 0.08373 0.08373 0.08373 0.08373 0.08373 0.08373 0.08373 0.08373 0.09496 0.09498 0.0628 0.0628 0.05158 0.05161 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK f .. I DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 \f£f,~OW ~ 01.;,Jfvt-rA,t--> JOB.,.---.,...-,---------------- ~\ SHEETNO. _______ OF _____ _ PH, (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com rre-., ,~; 111 CALCULATEDBY. ______ DA11: __ ._ ___ _ CHECKEOBV _______ DATE ____ _ SCALE~-·=----------------- 1.1•,•"rt,·.f',"•-•,,,l~"'•"'•:~.~''"l.,•L,• :-;•.,1,, ,e1.11~~ o.:l~~ &'' COJUC..FJ~ff 3t..P5>p 1.AlJ Pf.P:. l!dtLt-!P~vr'°fop. C(2(,jSft! Vh Aun. so,-L-.Jififr-;i:1/J~ ---.. · " 'N ~ -t 0 (,0 \ \?5 (~1"-rtf2.1 j2f}C. 'f J ~o~~ e>, 00~ f~~ isro ps; q/11.,1.,0~=-tC5Do PSf fc,-c f56 fOf ~ Assv\H~: ts~A-f-l-1'-l~ oN l l--1) J;.1 ')t 1-1 11 :::-1 lr ; n .-i. ..-::--A~ f ~ V1/t.i -::: :J6 ftO . f ~~$, J.:.J J.-Ct;t -P:::-7115 jb5 ,I G'' i 1 I .. cAt.c-\.\L-p.;-rr -rt1~ r°f:."ai..\\"Ff. Ar-tA.JArz-.;) io ci=z'-l7tt sl:-,l\--~ w1m }...Ok)) P=" 715 \b 5 AR-:::-. P4 J fli:-(1,~+01'.2Gos)P ::z= q7_g_ \b.s po.05:fb A Y:.. -= 'i? 'o = 6 ,7 0 in 2 < As=-I C., ;n 1 a, 1t6 -;rJ,05y.16fJO O cttg-c~ A(l-'f A (;\~p~f(. St..-,AB f"O F .so ll--'j:if:A-P.l 1) CJ vJ-::,-716 lbs . Wcooo-::-}5'0 fcf ;,< 0)'?1 "-( ± -r~Ct-)1-= \~~ lbs AB::: (¾) 2 -1., 7 -Pt~ ol~ ..;;;;.:...---- 9t-11•)~~ 715 + 103 ;::: 500 psf < °f AL-L-lJri;; j t;OO ps'f , I 7 -:. ,,.,-_1-,-,,-c-o-rJc-~-1?-1-F_s-_1,..._A_B_/S-AJJ-F(-~Of<-. JE-_-fO-~-c"'--i<-L-IS-HJ_JJ_G -f!-13-tA-~-11v-9---r ... D PRODUCT207 DUNN SAVOIE INC. Joa Verizon -Olivenhain Munici al SHEEJNO. °"$ OF STRUCTURAL ENGINEERING -------------:;.,-,H,-_G _______ DA-JE----,--,----1 90B S. CLEVELAND ST. CALCULATEDBY 12/14 CHECKED BY OCEANSIDE, CA. 9.20 54 PH! ('760) 966-6355 SCALE FAX: ('760) 966-aaso IFOUNDATION DESIGN. I Allowable Bearing Pressure: q = \ soo psf D per soils report D assumed Continuous Footings: Location: L,!Uf 0 ~@ (\1-\"'?f-r ,iofBf'd (r6'(i-) 1 C,DfSf-y \0 w1= + \SO pcf ;,< ;2.·· x ']...~ Width Req!d = (w1/q) x 12 = ( l7l.\ D / I 760J.. ~ \ 7-r - ;; = = Use: ~/.f "Widex I <ri " Deep with 2-# 5 Top & B9ttom DATE l7<ib plf l3t:JU " · Dunn Savoie Inc. JOB V~'JZ)Z-Orv -Dt.,1tJ!fV /,,t-'AIV }11.,fD/JJCtf'AL- Structural Engineering 908 S. Cleveland St., Oceanside, Ca 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com sHEETNo. ___ ?J~~----OF _____ _ CALCUl..ATEDSY __ _.:,_w.;_'."\ ___ DATE __ '-/_,_/_~.,._/_} 5 __ l CHECKEOBY _______ DATE ____ _ SCALE ______________ _ ' ::--! i ... ·6 ~ c I ., :-, ~ ' ?, ; r1. • .! l .:; ~ o 7 , 1 i! 3_ " ; u r a 1 ? :i ., s 11 ; a; • 2 1 -1 n s :-e 1 ;-"i "' E-6 1 11 1 2 :, CAvC:,.,ULAt;f' Af'fv\'f.'f) WA'P:5 vD f::~-C,AtiV\t----'h vAl-~ ' ~u l-v04?<.A f ( VA l,l,-~ A ><'LA c... LO A t)-? f-'o :1 (C,,6 p'7f) r 15 /~ -r ~ f7f" r \l-j" fo~ I '6 3 \b /?-4 . ?L,\~C.Ft" i?Gi. lS-' _,. 8 . . 1.,,v"' L.,\D y><G>'f' ' CtJLJC, PA o ..-Cl?'.? rc;.1°"" q/ xSPt) l([G'"r 1-i ~) :::--'.36 f-oF G,f1-.>'£:fZ.AvO't2-" (~Lf~q )l;,~)/(tS'.,.r17-") """ \o-\ ~f CjS>t.,\f--e q1 f'? f ,!? ~li<"i [ P f-11~ tvf ~ 1+-1£ l--"C'!c-fZ. V A-u ..... -=, A.>lV\l-LOA-0 0 Pl? --c 1-z-F'i:?f .x is ;i) + e, r~r ,.c-16 ,5~ fp.,, \'63 1b / f + P1.--:-c-zo \9:::>f ;,<-tS1/-i) f\,,"" \SD \6 /{-t Sv1\? cJ/r A ¥-6-i 'If. !) .. , ~ L[O fS F ~A/3,--: aS?-fc.f) (l,./fZ.)-z: 75 f'"'.7\e fu u \.JD V1if tV\ c' c i-'/. i0 vo 1b2 -t Lf y. ,z.co,.!;;>.s ) --5 q \9 s r (i«S/ '/-lte') ci ?C-l~~ rs Y rs-f . . ' • ( ~ -• -~ -I .,._ ':' .: •.: • :j -. "'°" -' -" : -•• "' ., .• ~ D PRODUCT 20i ? JOB Verizon -Olivenhain Munici al SHEET NO. OSI DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90B S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: t7ea> 966•15ass FAX: (760) 5166•6:360 CALCULATED BY HG DATE CHECKED BY SCALE WALL $EI_St.11C AND _WIND FORCES er_ASC_E"7-J0 Input Values: Max Height of Wall Min. Length of Wall Wall Weight h = 10.0 ft L = 12.0 ft Wp = 105 psf Sos= 0.804 Spectral Acceleration, Short Period le = 1.00 Importance Factor (Seismic) Lateral Load For Wind Exposure Category C V = 110.0 mph Basic Wind Speed Wind Force {ASCE 7-10 Sec. 29.4) qz = 0.00256 Kz Kzt Kc, v2 Kd = 0.85 , Directionality Factor for Free Standing Wall (Table 26.6-1) K,t = 1.00 , Topographic Factor (Sec. 26.8) K, : Velocity Pressure Exposure Coefficient (fable 29.3-1) For Wind Exposure C and Table CI= 9.5 Zg = 900 z = 10.0 ft (Exposed Height of Wall or Max Height, h) forz<15 for15<zSzg K, = 2.01 {15 / Zg) i/a Kz = 2.01 {z/Zg) 'i./a Kz= 0.85 q, = 22.35 psf Fw = qz G Cf (psf) , wind force on other structures (29.5-1) G = 0.85 , Gust-effect factor (Sec 26.9.1) Cf: Force Coefficient of (Fig 29.4-1) B = 12.0 Horizontal Dimension of Wall h = 10.0 Height of Wall s = 10.0 Vertical Dimension of Wall Clearance Ratio, s/h = 1.00 Aspect.Ratio, 8/s = 1.20 Therefore, using "Cf, CASE A & CASE B" of table from fi1;1ure 29.4-1 Cf= 1.40 !Fw = 26.60 psf (UNFACi:ORED) Out-Of-Plane Sesimic Force (ASCE 7-10 Sec. 12.11.1) Fp.= 0.4 S05 IE WP = 0.322 xWp = 33.77 psf 10%WP = 0.100 xWp = 10.50 psf IFp= 33.77 psf (UNFACTORED) SEISMIC GOVERNS DATE (Controls) 4/15 #5@16.in @Toe #5@16.in @Heel 8.in Mas wt #5 @ 16.in o/c Solid Grout 8.in Cone w/ #6 @ 16.in o/c Designer select all horiz. reinf. ' . ;; .:. :' ~-.. ::·.·:iJ . -· '. J"' '.!.:.-.::_ __ L--·~ _-__ --_--_ -_ i / 2'-2" . 1'-0" 1'-10" ~ -------~-~ _____ ,... 2'-2" . 2'•10" ..,... -- 5'-0" -.. -. . l 9'-0" 9'-0" 14'-0" 5'-0" 5'-0" 2· ----'--·1 -I _, .... -y 1'-4" --'-3" • • I-f ' I I DL=-1-33., LL= O:#, Ecc= O.in Pp= 1516.7# _....---- 1996.4psf 1438.2# ' C&Jltilevered Retaining Wall . Descriptiort ; Enclosure wall design I Criteri~ Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 5.00 ft 9.00ft 0.00: 1 12.00 in 0.0ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 97.0 psf Used To Resist Sliding & Overturning Surcharge OverT9e = 0.0 psf Used for Slidin & Overturning Axial.Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 133.0 lbs 0.0 lbs 0.0iri !ied\Bix!tli & s~~~ {Hisrii~J\Ve/izoi! ::or&enha!n MunJcJP~~.Cl'~CJ.11:ATJQN!l,\gaM,wMJon~\Q!;,~.nJf~,~" ~ . . . . . . .. , _ . , . . .. · . . ENERdA!'.C,'iNC.1983:2015, Builcl:6115:'3.9;.Ver:6:15.3.9: I Soil D~ta Ailow Soil Bearing = 2,500.0,psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure = Soil Density, Heel = Soil Densny, Toe = 43.0 psf/ft 43.0 psf/ft 300.0 psf/ft 120.00 pct 120.00 pct 0.250 Friction Coeff blwn Fig & Soil = Soil height to ignore for passive pressure = 12.00 in I Lateral Load Applied to Stem · Lateral Load = 33.8 plf ... Height to Top = 14.00 ft ... Height to Bottom = 0.00 ft Wind on Exposed Stem = .0.0 psf • • • Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Fooling Load = 0.0lbs Footing Width = 0.00ft Eccentricity = 0.00in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0ft at Back of Wall Poisson'.s Ratio = 0.300 O~ntilev~ie_d Retaining W~II __ Description : Enclosure wall design I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = 1.97 OK 1.80 OK 4,309 lbs 12.73 in Soil Pressure @ Toe = 1,996 psf OK Soil Pressure @ Heel = O psf OK Allowable = 2,500 psf · Soil Pressure Less Than Allowable ACI Factored@Toe = 2,396 psf ACI F-actored@Heel = O psf Footing.Shear@ Toe = 12.4 psi OK Footing Shear@ Heel = 14.9 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) lateral Sliding Force = 1,438.2 lbs Jess 100% Passive Force = -1,516.7 lbs less 100% Friction Force = -1,077.2 lbs Added Force Req'd = o.o lbs OK ~ .. Jar 1.5 : 1 Stability = O.o lbs OK Load Factors Dead Load Live Load Earth,H Wind,W Seisrrtic,.E 1.200 1.600 1.600 1.000 1.000 / Footing Dimensions & Strengths Toe Width = 2.17 ft Heel Width = 2.83 Total t=ooling Width = 5.00 Footing Thickness = 16.00 in Key Width 12.00 in = Key Depth = 12.00 in Key Distance from Toe = 2.17 ft re =-2,500&si Footing Concrete ensity Fy = 60,000psi 150.00pcf Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in ~ & Sua!l!z (HistQne)\Ve/fzon; Ol~e~hiiin.M(in~EW CArcµm10Ns1Ga1curatloi1s\Olivenna1n.ec1 .. . . · , . ENERCALC; INC. -1983,:2015, Bulld:6.iS?3.9, Yer:6]5.3.9 _ . •. I • I -I Stem Construction Top Stem 2nd Siem OK Stem OK Design Height Above Ftg ft= 5.00 0.00 Wall Material Above ·Ht' = Masonry Concrete Thickness in= 8.00 8.00 Rebar Size = # 5 # 6 Rebar Spacing in= 16.00 16.00 Rebar Placed at = Center User Spec Design Data fb/FB +fa/Fa = 0.412 0.863 Total Force @ Section lbs= 303.9 1,576.4 Moment....Actual ft-I= 1,367.7 5,426.5 Moment.. ... Allowable ft-f = 3,446.5 6,289.9 Shear ..... Actual psi= 6.8 33.5 Shear ..... Allowable psi= 69.7 75.0 Wall Weight psf= 84.0 100.0 Rebar Depth 'd' in= 3.75 4.63 Lap splice if above in= 45.00 24.23 Lap splice if below in= 12.00 12.60 Hook embed into rooting in= Masonry Data rm psi= 1,500 1,500 Fy psi= 60,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 10.18 1.333 Equiv. Solid Thick. in= 7.60 8.00 Masonry Block Type ;:: 3 Masonry-Design Method = LRFO Concrete Data fc psi= 2,500.0 Fy psi= I Footing Design Results _.ToL .J:mfil_ Factored Pressure = 2,396 o pst Mu': Upward = 4,681 0 ft-lb Mu' : Downward = 901 2,617 ft-lb Mu: Design = 3,780 2;617 ft-lb Ac[ual 1-Way Shear = 12.38 14.91 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5@ 16.00 in Heel Reinforcing = #5@16.00in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Nol req'd, Mu< S 1t Fr Heel: Nol req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr <;:~ntii~ve_re~ Ret~ining Wail · -aed\BOOtti & su~z {H.~ne)\Verizon -OIJvenffaii ~ni@\N~ Ci\l;Q~LATION.$\g~'!!~ns_lQlivlfnlial!i,illi/-. . .. . __ _ .'.. __ . . . . . . . ENERCALC,'INC: _1983,2015,.Btilld:6'.15.3:9, V/!r.6'15.3.9 , ,.,. I : Description :_ Enclosure wall design I Summa!}'. of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs fl ft-lb Heel Active Pressure = 862.4 2.11 1,820.6 SLJrcharge over Heel = 220.1 3 .. 17 697.1 Toe Active Pressure = -117.1 0.78 -91.0 Surc;harge Over Toe = Adjacent Footing Load = Added lateral load = 472.8 8.33 3,939.8 Load @ Stern Above Soil = Total = 1,438.2 O.T.M. = 6,366.5 Reslsting!Overtuming Ratio = 1.97 Vertical Loads used for Soil Pressure = 4,308.8 lbs ---. .. ... RESISTING ..... Force Distance Moment lbs fl fl-lb Soil Over Heel = 1,299.8 3.92 5,090.2 Sloped $oil Over Heel = Surcharge over Heel = 210.1 3.92 822.9 Adjacent Fooling load = Axial Dead load on Stern = 133.0 2.50 332.5 * Axial Live Load on Stern = Soil Over Toe = 260.0 1.08 281.6 Surcharge Over Toe = Stem Weight{s) = 1,256.0 2.50 3,139.6 Earth@Stem Transitions = Footing Weight = 999.9 2.50 2,499.3 Key Weight ::: 150.0 2.67 399.9 Vert. Component = Total= 4,308:8 lbs R.M. = 12,566.0 * Axial live load NOTincluded in total displayed, orused for overturning resistance, but is included for soil pressure ca1culation. aied\Boolli &' Su~'iiz (Hisro(je)\Veiii6tj : Oliv~nhaiti Muiiicipal\Nl;W CALC()~TIOi,JS\Galculations\Olivenlfai6:ec! • -. . . . . .. -, . . . . . .• . ·ENERcALc, INC; 1983-2015;Biiild:S:-1sia,fvets;f5.3.9 _, . • • I Description : Enclosure masonry lintel design (8' max) I Code References I . Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used; ASCE 7-10 I General Information · fm 1,500.0 psi Fs 24,000.0 psi Em = fm * 750.0 Wall wt Mult 1.0 Block Type Normal Wt Lateral Wind Load 26.60 psf Lateral Wall Weight Seismic Factor Calculate verticalbeam weight? I Uniform Loads StartX ,#1 ft #2 ft #3 ft #4 ft DESIGN SUMMARY EndX a.oft 8.0 ft ft ft Maximum Stress Ratios... Vertical fb/Fb 0.07489 fv/Fv 0,1052 Minimum Mn = 1.3 * Fer* S = Vertical Strength As rho np k: ((np)"2+2np)".5-np j=1-k/3 M;mas=Fb k j b rt·2/2 M:Sll = Fs·As j d 0.3220 No Clear Span Beam Oepth Thickness End Fixity Equiv. Solid Thick Wall Weight E n Ld#2. + t Ldi#1 8.0 ft 3.0ft 8 in Pin-Pin 7.60in 84.0 psf t,125.0 ksi 25.778 Rebar Size 5 #Bars E/F 1 Top Clear 6.0 in Btm Clear 4.0 in #Bar Sets 1 Bar Spacing 3.0 in Left ~dge + + +. + Right Edge 1-#5bars 81tSoanLAnnlh. -. •• Dead Load 0.0490 0.2850 L : F.loor Live Lr : Roof live W : Wind E : Earthquake Lateral Combined 0:1505 0.1681 : 1.00 0.03067 0.1096 : 1.00 17.843 k-ft 0.620 inh2 Q.002541 0.06550 0.3023 0.8992 59.699 k-ft 35.681 k-ft Design OK k/ft kif! kif! k/ft Maximum Moment Actual Allowable k-ft Vertical Loads for Load Combination-: -+D+H Lateral Loads for l:.oad Combination : -+040.?0E+H Maximum Shear Vertical loads for Load Combination : -+O+H Lateral Loads forload Combination : -+040.70E+H 2.672k-ft 0.4542k-ft Actual 5.475psi 1.188psi 35.681 k-ft 3,019 Allowable 52.043psi 38.730.psi Lateral Strength (Checking lateral bending for span) As 0.310inA2 rho 0.001621 np 0.04178 k: (npA2+2np)":5-np 0.2503 j = 1 -k/3 0.9166 M:mas=Fb k j b dh2/2 6.556 k-ft M:Stl = Fs As j d 3.019 k-ft ,~M~-$~nrY :Bectm _ a'ad1Bllolll''-Su1'r~~-(Hisroile)\V~: _()livenha[n_MjiiJgipa.f'!lE~'(CAlP\Jl;ATlpr,l~~l.itio~s\Oli~fitijn,.~--~ . . . _ ·. __ __ _ _ -·-__ _ . ,ENERCA~C. INC.J9~2015, Build:6.15.3.9;Ver.6:15,3.9 .. . .. I Description: Enclosure masonry lintel design (8' max) I Detailed Load Combination Results Load Combinallon \lertical Lateral Mmax Mallow fv: Vert Fv: Vert Mactual Mallow fv Fv k-ft k-11 psi psi k-fl k-f! psi psi +D+H 2.67 35.68 5.48 52.04 0.00 3.02 0.00 38.73 +D+L+H 2.67 35.68 5.48 52:04 0.00 3.02 0.00 38.73 +D+Lr-tH 2.67 35.68 5.46 52.04 0.00 3.02 0.00 38.73 +D+S+H 2.67 35.68 5.48 52.04 0.00 3.02 0.00 38.73 +D-t0:750Lr-t0. 750L +H 2.67 35.68 5.48 52.04 0.00 3:02 0.00 38.73 -+D-t-0.7.50L-t0.750S-tH 2.67 35.68 5.48 52.04 0.00 3.02 0.00 38.73 +D-t0.60W+H 2.67 35.68 5.48 52.04 0.38 3.02 1.00 38.73 +D-0.60W+H 2.67 35.68 5.48 52.04 0.38 3.02 1.00 38.73 +D-t0.7QE+H 2.67 35.68 5.48 52.04 0.45 3.02 1.19 38.73 +D-0.70E+H 2.67 35.68 5.48 52.04 0.45 3.02 1.19 38.73 +D-t0.750Lr-t0.750L-t0.450W+H 2.67 35.68 5.48 52.04 0.29 3.02 0.75 38.73 +D-t0.750Lr-t0.750L-0.450W+H 2.67 35.68 5.48 52:04 0.29 3.02 0.75 38.73 +D-t0.750L-t0.750S-t0.450W+H 2.67 35.68 5.48 52.04 0.29 3.02 0.75 38.73 +O-t0.750L-t0.750S-0.450W+H 2.67 35.68 5.48 52.04 0.29 3.02 0.75 38.73 +D-t0.750L-t0.750S-t0.5250E+H 2.67 35.68 5.48 52.04 0.34 3.02 0.89 38.73 +D-tO. 750L-t0.750S-0.5250E+H 2.67 35.68 5.48 52.04 0.34 3.02 0.89 38.73 -t0.60D-t0.60W-t{).60H 1.60 35.68 3.29 52.04 0.38 3.02 1.00 38.73 -t0.60D-0.60W+0.60H 1.60 35.68 3.29 52:04 0.38 3.02 1.00 38.73 -t0.60D+0.70E+0.60H 1.60 35.68 3:29 52.04 0.45 3.02 1.19 38.73 +0.600-0;70E+0.60H. 1.60 35.68 3:29 52.04 0.45 3.02 1.19 38.73 l ! I Dunn Savoie inc. Structural Engineering 908 S. Cleveland Street, Oceanside, CA 92054 Ph: (760) 966-6355 . dsi@surfcfsi.com TiUe VERl~ON -OLIVENHAIN MUNINCIPAL Job# : Dsgnr: HG De~cription ..•. EQUIPMENT SHELTER WALLS This Wall in File: U:\hgabilan\shared\Booth & Suarez (Hisrone )\Verizon -Olivenhain Municipal\NEW CA Page: __ Date: 6 APR 2015 RetalnPro (c) 1987•2015, Build 11.15.4.02 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 Solid Grout Laiiad~~§tMI?H( #5 10'-0" 15'-6" ··---.- 8" ' 1-LJ:ll'l=~~~~~=:;.i -~~___:i~_x_ #5@16." @Toe· #5@1£." @Heel • •• Dunn Savoie inc. Structural· Engineering 908 S. Cleveland Street, Oceanside, CA 92054 Ph: (760) 966-6355 dsi@surfdsi.com Title VERl40N -OLIVENHAIN MUNINCIPAL Page: __ Job # : Dsgnr: HG Dale: 6 APR 2015 Description .... EQUIPMENT SHELTER WALLS This Wall in Fil.e: U:\hgabilan\shared\Booth & Suarez (Hisrone)\Verizon -Olivenh~in Municipal\NEW CA RetainPro (c) 1987-2015, Build 11.15.4.02 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Design Qode: IBC 2012,ACl 318-11,ACI 530-11 j_DL-=183 ,LL=150#. Ecc=Oll l l l I I Dunn Savoie inc. Structural Engineering 908 S. Cleveland Street, Oceanside, CA 92054 Ph: (760) 966-6355 dsi@surfdsl.com Title VER~ON -OLIVENHAIN MUNINCIPAL Page: __ Job # : Dsgnr: HG Date: 6 APR 2015 Description •..• EQUIPMENT SHELTER WALLS This Wall In File: U:\hgabilan\shared\Booth & Suarez (Hisrone}\Verizon -Olivenhain·Municipal\NEW CA RetainPro (c) 1987-2015, ~uild 1.1.15.4.02 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Design Code: !BC 2012,ACI 318-11,ACI 530-11 I Criteria I !Soil Data I Retained Height = 5.50 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 10.0.0ft Equivalent Fluid Pressure Method Total Wall Height = 15.50 ft Heel Active Pressure = 43.0 psf/ft = Top Support Height = 14.50ft Passive Pressure = 300.0 psf/ft Soil Density = 120.00 pcf Slope Behind Wal = 0.00: 1 Footingl(Soil Frictior = 0.250 Height of Soil over Toe = 12.00 in Soil height to ignore for passive pressure = 12.00 in ,_j s •. u•r•c•h•a•rg•e•L•o•a•d•s--------•· I Uniform Lateral Load Applied to Stem • Surcharge Over Hee.I = 154.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial_ Load Applied to Stem • Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 183.0 lbs 150.0lbs O.Oin Lateral Load = ... Height to Top = .•. Height to Bottorr. = The above lateral load has been increased by a factor of Wind on ExposecloStem = 33.8 #/ft 15.50 ft 0.00 ft 1.00 0.0 psf 31.77 Thumbnail I Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall = Poisson's Ratio = I Earth Pressure Seismic Load I Kh Soll Density Multiplier = 0.200 g Added seismic per unit area = ~~~~~~~~~~~~~~~~~~~~~~~·- ·71 s_t_e_m_w_e.ig·h·t·S·e-is·m·i·c·L·o·a·d------· Fp/ Wp Weight Multiplier = 0.000 g Added seismic per unit area = I Design Summary Total Bearing Load = II Masonry Stem Construction Thickness = 8.00 in fm = O.Olbs 0.00 ft O.OOin 0.00 ft Line Load 0.0 ft 0.300 92.4 psf 0.0 psf • J ..• resultant ecc_ = 3,749 lbs 4.59 in Soil Pressure @ Toe = 750 psf OK Wall Weight = 84.0 psf Fs Stem is FREI; to rotate at top of footing Block Type = Normal Weight = 1;500 psi 24,000 psi Equiv. Solid Thick.= n Ratio (Es/Em) = 7.600in 21.481 Soil'Pressure @ Heel = 750 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI· Factored @ Toe = 493 psf ACI Factored @ Heel = 1,330 psf ·FoQting·$hear@ toe = 3.2 psi OK Footing Shear @ Heel = 1,9 psi OK Allowable = 75.0 psi Reaction at Top = 514.9 lbs Reaction at Bottom = 1,955.5 lbs Sliding Stability Ratio = 1.53 OK Sliding Cales Lateral Sliding Force = 1,955.5 lbs less 100% Passive Force= -2,054.2 lbs less 100% Friction Force= -937.2 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5: 1 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors------------- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E IBC 2012,ACJ 1.200 1.600 1.600 1.000 1.000 Design Method = LRFD Solid Grouted @Top Support Stem OK Design Height Above Ft~ = 14,50 ft R~barSize = # 5 Rebar Spacing = 16.00 in Rebar Placed at = Center Rebar Depth 'd' = 3.75in Design Data fb/FB + fa/Fa = 0.005 Moment. .. Actua = 16.9 ft-# Moment. ... ,Allowable = 3,360.4 ft-# Shear Force @ this height =· 609.3 lbs Shear ..... Actual = 12.41 psi Shear .•... Allowable = 69.71 psi Other Acceptable Sizes & Spacings: Mmax l:}etween Top&Base Stem OK 4.48 ft # 6 16.00 in Center 3.75in 0.956 4,238.2 ft-# 4,434.4 ft-# @BaseofWall Stem OK 0.00 ft # 6 16.00 in Center 3.75 in 0.000 0.0 ft-# 4,434.4 ft-# 2,134.51bs 44.35psi 69.71 psi Toe:# 5 @ 16.00 in -or-Not req'd: Mu< phi*5*1ambda"sqrt(fc)*Sm Heel:.# 5@ 16.00 in -or-Nol req'd: Mu< phi*5*1ambda*sqrt(fc)*Sm Key: #4@ 7.19 in,#5@ 11. -or-#4@7.19 in, #5@11.01 in, #6@ 15.5 t I I ; I l Dunn Savoie inc. Structural Engineering 908 S. Cleveland Street, Oceanside, CA 92054 Ph: ,(760) 966-6355 dsi@surfdsi.com Title VER~ON • OLIVENHAIN MUNINCIPAL Job # ; Dsgnr: HG Description .... EQUIPMENT SHELTER WALLS This Wall in File: U:\hgabilan\shared\Booth & Suarez (Hisrone)\Verizon-Olivenhafn:Municfpal\NEW CA Page: __ Date: 6 APR 2015 RetainPro (c) 1987-2015, Build 11.15.4.02 License: KW-06059007 Restrained Retaining Wall Design Code: IBC 2012,ACl 318-11,ACI 530-11 License To : DUNN SAVOIE INC. I Footing Strengths & Dimensions • Toe Width = 2.17 ft Heel Width = 2.83 Total Footing Widtt = 5.00 Footing Thickness "' 18.00 in Key Width = 16.00 in Key Depth = 16.00 in- Key Distance from Toe = 2.17 ft fc = 2,500 psi Fy = ·60,000 psi Footing Concrete Density = 150.00 pcf Min. As % -= 0.0018 Cover@Top, = 2.00 in· @ Blm.= 3.00 in I Footing Design Results I ._____ ________ aifl!lo•e•-•-.. ~eel Factored Pressure Mu': Upward Mu' : Downward Mu: Design = = = = Actual 1-Way Shear = Allow 1-Way Shear 493 1,330 psf 1,697 1,127 570 3.24 75.00 3,267 ft-# 3,563 ft-# 296 ft-# 1.86 psi 75.00 psi I S~mrnary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soii pressure · Lateral Distance Moment Overturning Moments .•. lbs ft ft-# Stem Shear@ Top of Footing = Heel Active Pressure = -1,469.6 1.50 -2,204.4 -485.9 0.73 -352.3 Sliding Force = 1,955.5 Overturning Moment = -2,556.7 6,874.56 Footing Overturning Stability Ratio Nel Moment Used For Soil Pressure Cal_culalions Net Mom. at Stem/Ftg Interface = Allow. Mom. @Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Th~refore Uniform Soil Pressure ;:: -1,434.~ ft-# -1,434.2 ft-# 4,434.4 ft-# Yes 149.7 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Resisting· Moments ... Surcnarge Over·Heel Adjacent Fooling Load = = Axial Dead Load on Stem = Soil Over Toe Stem Weight Surcharge Over Toe Soil Over Heel Footing Weight Total Vertical Force = = = = = Vertical Lateral lbs lbs 333.0 260.1 1,302.0 1,430.3 1,391.9 3,748.9lbs Distance ft 2.50 1.08 2.50 3.92 2.44 Resisting Moment = • Moment ft-# 832.6 281.8 3,255.5 5,602.8 3,392.0 13,364.~ l ' Dunn Savoie Inc. Structural Engineering 908 S. Cleveland Street Oceansice, CA 92054 PH: 760 966-6355 FAX: 760 966•6360 Project Title: Engineer: Project Descr: Project ID: Description : Equipment shelter masonry lintel design (4' max) I Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 I General Information rm 1,500.0 psi Fs 24,000.0 psi Em =rm* 750.0 Wall Wt Mult 1.0 Block Type Normal Wt Lateral W,n<:I Load 51.310 psf Lateral Wall Weight Seismic Factor Calculate vertical beam weight ? 0.3090 No Clear Span Beam Depth Thickness End Fixity Equiv. Solid Thick Wall Weight E n 4.0ft 2.0ft 8 in Pin-Pin 7.60in 84.0psf 1,125.0 ksi 25.778 Rebar Size 5 #Bars E/F 1 Top Clear 6.0 in BtmCfear 6.0 in # Bar Sets 1 Bar Spacing 3.0 in ~------------------------ I Uniform Loads StartX #1 ft #2' ft #3 ft #4 ft DESIGN SUMMARY Maximum Stress Ratios ... fb/Fb fv/Fv Er\dX 4.0 ft 4.0 ft ft ft Vertical 0.03219 0.08333 Minimum Mn= 1.3 *Fer* S = Vertical Strength As rho· np k :-((np)A2+2np}".5-np j=1-k/3 M:mas=Fb k j bdA2f2 M:SU = Fs As j d Ld#2 t +Ld+#1+ t + t + + t Left Edge Right Edge 4ftS L th ------------ Dead Load 0.0120 0.270 L : Floor Live Lr; Roof live 0.020 E : Earthquake k/ft k/ft k/ft k/ft Lateral 0.04148 0.02494 Combined 0:05250 :· 1.00 0.08698 ; 1.00 7.930 k-ft 0.620 inA2 0.004517 0.1164 0.380 0.8733 23.059 k-ft 19.493 k-ft. Maximum Moment Actual Vertical Loads 0.6275 k-ft rortoad Combination: +1.113D+0.70E+H Lateral Loads 0.1231 k-ft fcir Load Combination : +D+0.60W+H Maximum Shear Actual Vertical Loads 4.5Z2 psi for Load Combination: +1.113D+0.70E+H Lateral Loads 0.9658 psi for Load·Combinaffon: +D+0.60W+H Design OK Allowable k-ft 19.493k-ft 2.968 Allowable 54.867psi 38.730psi Lateral Strength {Checking lateral bending for span) As 0.310inA2 rho 0.002431 np 0.06268 k : (np"2+2np)A.5-np 0.2969 j = 1 -k/3 0.9010 M:mas=Fb k j b d"2/2 5.096 k-ft M:Stl = Fs As j d 2.968 k-ft Dunn Savoie Inc. Project Tltle: L-[7 Structural Engineering Engineer: Project ID: 908 S. Cleveland Street Project Descr: Oceansice, CA 92054 PH: 760 966-6355 F.AX: 760 966-6360 Pnoted 15 DEC 2014, 5·30PM l(M~i?fi~fltirii: . -------. .. .. . . _ fi®f:U;l!l~j . . --. __ ,_ ---·--------~' ----------------------_,._ .. -~ -~ _ __,__ ---.... ----.. "---------. .. I D!)scription ; Equipment shelter masonry lintel design (4' max) I Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv: Vert Fv: Vert Maclual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+H 0.56 19.49 4.11 54.87 0.00 2.97 0.00 38.73 ,t!}tl:tH 0.56 19.49 4.11 54.87 0.00 2.97 0.00 38.73 +.D+Lr+H 0.60 19.49 4.40 54.87 0.00 2.97 0.00 38.73 +D+S+H 0.56 19.49 4.11 54.87 0.00 2.97 0.00 38.73 +O+O. 750Lr+0.750L +H 0.59 19.49 4.33 54.87 0.00 2.97 0.00 38.73 +0+0.750L +0:750S+H 0.56: 19.49 4.11 54.87 0.00 2.97 0.00 38.73 -tD-tO .60W+H 0.56 19.49 4.11 54.87 0.12 2.97 0.97 38,73 +D-0.60W+H 0.56 19.49 4.11 54.87 0.12 2.97 0.97 38.73 +1.113D+0.70E+H 0.63 19.49 4.57 54.87 0.07 2.97 0.57 38.73 +1.113D-0.7.0E+H 0.63 19.49 4.57 54.87 0.07 2.97 0.57 38.73 +D+0.750Lr+0.750L +0.450W+H 0.59 19.49 4.33 54.87 0:09 2.97 0.72 38.73 +D+0.750Lr+0.750l-OA50W+H 0.59 19.49 4.33 54.87 0.09 2.97 0.72 38.73 +D+0.750L +0.750S+0.450W+H 0.56 19.49 4.11 54.87 0.09 2.97 0.72 38.73 +D+0.750L +0.750S-0.450W+H 0.56 19.49 4.11 54.87 0.09 2.97 0.72 38.73 +1.084D+0.7501., +0.750S+0.52501:+H 0.61 19.49 4.46 54.87 0.05 2.97 0.43 38.73 +1.084D+0.750L +O. 750S-0.5250E+H 0.61 19.49 4.46 54.87 0.05 2.97 0.43 38.73 +0.60D+0.60W+0.60H 0.34 19.49 2.47 54.87 0.12 2:97 0.97 38.73 +0:60D-0.60W+0.60H 0.34 19.49 2.47 54.87 Q.12 2.97 0.97 38.73 +0.487 40+0, 70E+0.60H 0.27 19.49 2.0'0 54.87 0.07 2:97 0.57 38.73 +0.487 4D-0.7.0E+0.60H 0.27 19.49 2;00 54.87 0.07 2.97 0.57 38.73 AT&T Towers B+T GRP 2300 Northlake·Center Dr Ste 405 Tucker, GA 30084 1717 S. Boulder, SlJite 300 Tulsa, OK74119 August 7, 2015 AT&T DESIGNATION: ANALYSIS CRITERIA: SIT~ DATA: Ms. Deborah Krenc, RIGOROUS STRUCTURAL ANALYSIS 38' Monopole Tower Site ID: Site FA: Site Name: 92996 10090933 OMWD OPS CENTER B+T No.: 96694.002.01 AT&T Project: Ver-izon Tower Only Co-location09.18.2014 Codes: TIA~222~G IBC 2012 (86 mph 3-second gust) 1966 Olivenhain Road, Carlsbad, CA, San Diego County Latitude 33.067361 °, Longitude -117.247889° Market San Diego/Las.Vegas 8+ T Group is pleased to submit this Structural Analysis Report to determine the structural integrity of the aformentioned tower. The purpose of the analysis is to determine the suitability of the tower with the existing and proposed loading configuration detailed in th~ analy$iS report. I Analysis Results Tower Stress Level with Proposed Equipment: 101.8% 47.8% Pass Pass Foundation Ratio with Proposed Equipment: We at B+ T Group appreciate the opportunity: of providing. our continuing professional services to you and AT&T Towers. If you have any questions or need further assistance on this or any other project please give us a call. Respectfully Submitted by: Analysis Prepared by: Analysis Reviewed by: 8+ T Engineering, Inc. Brandon Sevier, E.I. John W. Kelly, P.E. AT&T Proprietary (Internal use Only) Not for use or disclosure outside the AT&T companies except under written agreement 38 Ft Monopole Tower Structural Analysis OMWD OPS CENTER, 92996 ANALYSIS RESULTS: Table 1 -Section Capacity (Summary) · Elevation nu 42 -31 31 -22 22-20 20-1 Table.2 -Tower Component Stresses vs. Capacity .. . 'Notes Component .. . 1 Anchor Rods 1 Base Plate 1 Base Foundation 34.7 -63.3 80.3 101.8 Elevation(ft) . .. Base Base Base :Structura ~ting .(max from ali components J:;::: Notes: : ' , . .. August 7, 2015 B+ T Project No: 96694.002.01 Page2 Pass Pass Pass Pass (Note 2) .. % Capacity··· · ,Pa$$ t-Fall: .. . 80.0 Pass 42.1 Pass 47.8 Pass l" 1) See additional documentation in "Appendix B -Calculations" for calculation supporting the% capacity consumed. Recommendations: N/A ~8 Ft Monopole Tower Structural Analysis OMWD OPS CENTER, 92996 August 7, 2015 B+T Project No: 96694.002.01 Page3 ANALYSIS PROCEDURE: Table 3 -Documents Provided .bocume-nt Descriptic:m _ -~ . -,· ' :Oate Se,urce -·, _, _ ,_ --,, ... --·-·-. ' ~ . -~ ·--. -, __ Tower Data SCI, Project No. U1085-882-131 5/30/2014 On File Foundation Information SCI, Project No. U1085-882-131 5/30/2014 On File Geotech Report Toro International, Project No. 08-117.4 6/7/2010 Siterra JRA, Project No. NS0028 (CDs) 7/17/2013 Siterra Loading Site Lease Application; Verizon Tower Only Co-7/7/2015 Siterra location 09.18.2014 NOC2; Verizon Tower Only Co-location 09.18.2014 12/30/2014 Siterra Previous Structural Analysis SCI, Projec:t No. U1085-882-131 11/22/2013 On File ANALYSIS METHOD: tnxTower, a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix 8. ASSUMPTIONS: t. Tower and structures were built in accordance with the manufacturer's specifications. 2. The tower and structures have been maintained in accordance with the manufacturer's specifications. 3. The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Appendix A of .this report. 4. Mount areas and,weights are assumed based on photographs provided. 5. Refer to the base level drawing for transmission line distribution. 6. All loading for Verizon was taken from the Site Lease Application" 7. All other existing/reserved loading was taken from the construction drawings. 8. Generic future lo~ding was used in this analysis. 9. Branch areas used in this analysis were taken from the previous analysis by SCI. If any of these assumptions have been made in error, B+ T Group should be notified to determine the effect on the structural integrity of the tower. APPENDIX A TOWER ANALYSIS LOADING 38 Ft Monopole Tower Structural Analysis OMWD OPS CENTER , 92996 TOWER ANALYSIS LOADING: Existing / Reserved Loading . : ;, -: \.· . \<:. :; ·. ~-·, ,;:,,,, .. ;~-.! . .:" •c·,. ,:;'.,~~},;,~!~.·,_;·; ;;:.:-~=i _;:,,\,.<Ai:i't!iitn~.i-.;;.,;:.ci,ia.1fii;j?l;,.~~:)~2i:;, li::'.;;;"''*l'ii~~l$~~:1M?i,,-<!~'; Mount Antenna Antenna Owner Height CL Quantity (ft) (ft) AT&T 38 39 12 AT&T 38 39 24 AT&T 38 39 4 *Equipment to be Removed "w;\J~,-;}k~ Mount Antenna Antenna Owner I Height CL Quantity (ft) (ft) Verizon 27 27 6 Verizon 27 27 6 Verizon 27 27 6 Verizon 27 27 3 Verizon 27 27 9 Verizon 27 27 2 Note: See Base Level Drawing For Transmission Line Distribution Future Loading ... ... . ,., ,. __ , .. ---. AOt!;!nri.i ·· ----' .. ... --~ . -~~-~ . Mount Antenna Antenna Owner Height CL Quantity (ft) (ft) AT&T 38 39 3 Manufacturer Model Ericsson AIR-11 820A BBP Ericsson RRU Raycap DC6-48-60-18-8F I Manufacturer Model Kathrein 80010735V01 Commscope SBNHH-1D658 Ericsson RRUS12 Ericsson RRUS11 Ericsson A2 l\llodule Rax,c~p RCMDC 33150PF-48 -. -_ .... , .. -, _, ., Manufacturer Model Ericsson AIR-11 820A BBP Mount Quantity Type 3 T-Ar'm Mounts Mount Quantity Type 6 Pipe Mount 6 Pipe Mount Mount Quantity. Type August 7, 2015 B+ T Project No: 96694.002.01 Transmission Line Size Quantity (in) 24 7/8" Transmission Line Quantity Size (in) 2 1 5/8" Transmission Line Size Quantity (in) 6 1 5/8" ,... ~ 1 APPENDIXB CALCULATIONS 20.0ft I. J----+--t---,r--+-+---1--t-=--l ~ "' i5 a. {:. i5 0 Ill " 'C !!! (!) ~ c::f_p B+T GRr-> I[]. I DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (4) AIR-11 B20A BBP w/ Mount Pipe 38 (2) RRUS 12 (Venzon-P) 27 (AlT·E) (2) RRUS 12 (Venzon-P) 27 (4) AIR-11 B20A BBP w/ Mount Pipe 38 (2) RRUS 12 (Verizon-P) 27 (AlT·E) RRUS 11 (Verizon-P) 27 (4) AIR-11 B20A BBP w/ Mount Pipe 38 RRUS 11 (Venzon-P) 27 (AlI-E) RRUS 11 (Verizon-P) 27 (8) RRUS 11 '(AlT·E) 38 (8) RRUS 11 (AT.(..E) 38 (3) RRUS A2 MODULE (Verizon-P) 27 (8) RRUS 11 (AlT-E) 38 (3) RRUSA2 MODULE (Venzon-P) 27 (2) DC6-48-60-18-8F (AlI·E) 38 (3) RRUS A2 MODULE (VerizQn-P) 27 DC6-48-60-18-8F (AlT-E) 38 (2) RCMDC-3_315-PF-48 (Verizon-P) 27 DC6-48-60-18-8F (AlI·E) 38 T-Arm Mount [TA 602-3] (Venzon-P) 27 AIR-11 B29A-BBP w/ Mount Pipe 38 (2) 800· 10735V01 w/ Mount Pipe 27 (AIT-Future) {Verizon-P) AIR-11' B20A BBP w/ Mount Pipe 38 (2) 800 10735V01 w/ Mount Pipe 27 (AIT-Future) (Verizon-P) AIR-11 820A BBP wt.Mount Pipe 38 (2) 800 10735V01 vi/ Mount Pipe 27 CATI-Future) (Verizon-P) T-J;rm Mount [TA 602-3] (E) 38 (2) SBNHH-1 D65B w/ Mount Pipe 27 (Verizon-P) Top·UpperTrunk1 36.5 Bottom Upper Trunk2 25.5 Top Uppe,Trunk2 36.5 Bottom Upper Trunk3 25.5 Top UpperTrunk3 36,5 Bottom Upper Trunk1 25.5 Branches 32.2 Transition Pipes 21 (2) SBNHH-1 D65B w/ Mount Pipe 27' Coax 20 (Venzon-P) (2) SBNHH-1D65B w/ Mount Pipe (Venzon-P) 27 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksl TOWER DESIGN NOTES 1. Tower is located in San Diego County, California. 2. Tower designed. for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 86 mph· basic wind in accordance with the TIA-222-G Standard. 4. [?eflections are.based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. TOWER RATING: 101.8% 0 ALL REACTIONS ARE FACTORED AXIAL 16K SHEA~ MOMENT 22 K:[__J \ 691 kip-ft TORQUE 1 kip-ft REACTIONS -86 mph WIND B+TGroup uob: 96694;002.01 • OMWD OPS CENTER, CA (USID# 9299 1717 S Boulder Ave, Suite 300 Project: Verizon Tower Only Co-location 09.18.2014 Tulsa, OK 74119 Client: AT&T Towers /Drawnby.9_ Sevier App'd: Phone: (918) 587-4630 Code: TIA-222-G /Date.08I07/15 Scale: NTS FAX:-/918) 295-0265 Path· 9wgNo. E-1 --~-· ,,_M .1 ALL FEEDLINES ROUTED INSIDE MONOPOLE PROJECT#: 96694.002.01 _____ Round 20.000 Face A = -s:: 0 :;::; C'O > Cl) iii 1.000 Feed Line Distribution Chart 1' -20' Flat...------App In Face_._._ App Out Face-··-··-Truss Leg Faces I I . . I I . . o;:-1 w I C: ~. 2. ii ~, r• ,..., ~ I ii [~ "I' ~ I ~ I ... _, g. ;;:-' -· !:l. !:l. I I FaceC I . I . I . I . I . II :, ~ i ~-~I :c:., ~ I 9 i € . . I i 20.000 1.000 c:f..F B+TGroup uob: 96694.002.01 -OMWD OPS CENTER, CA (USID# 9299 1717 S Boulder Ave, Suite 300 Project· Verizon Tower Only Co-location 09.18.2014 B+T Gf'l.f!:>· Tul~a. OK 74119 Client: AT&T Towers !Drawn by: B. Sevier App'd: Phone: (918)587-4630 Code: TIA-222-G !Date: 08/07/15 scale: NTS FAX: 1918),295-0265 Path: -· Dwg No. E-7 :, TIA-222-G -86 mph Exposure C Maximum Values ---Vx ------------Vz 0 20.00( 1.00( Global Mast Shear (K) 10 15 20 ::,;-;-~ :::: ~::: :~~: 1111 Jlll~llli 1111 :::: :::~ ::::~--!-::: I I I I I I I I I I I l l I I I I I I I I I I I I I I I I I I J I I I I I I I I I I l I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I l I I I I I I I I I I I I I I I I I I I I I t I l I I I I I I I I l I I i I I l I I I I I I I I I I I I J I I I I I I I I I I r I I I I I I r I I I I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I l I I f I I I I I I I I I I I I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I l I I I l I I I I I I I I I I I 'I I I I I I I I I I I I I I l I I· l I I I I I I I I I I I I I I I I I I I I 1 I I I I l I I I I I I I I I I I ·1 I I I I I I I I I I I I I I t I I l I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I I l J I I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I I I I J I I I I I I I I I I I I I I I I I I I I I J I I I I I I l I I I I I I I I I I I J I I I I I I I I I '1 l I I I I I I I I J t I I I I I l I I I I I I I l I I I I I I l I I I I I I l I I I I l I I I I I I I I I I l I I I I I· I I 1 I I J I I I I I I I I. I I I I I I I f I I I I I I I I I I I I I I I I I I I l I I t I l I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I 1 I I f I I I I I I I I I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I I I l I I J I I I I l I I I I J I I I I I I I I I I I I I I I I I I I l I I l I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I f I I I I I I l I I I I 1-I I I I I J I I I l l I I I I I J I I I I I I I I I I I I I I I I I I I I I J I l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I f I I I I I I I I I I l I I I l I I I I I I I r I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I 1 I I I I I -J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I I I I I t I I l I ·1 I I I I I I I I I I I I I I I I I I I I I I I I l I I I l I I I I I I I I I I I I I I I I I I I 1 f I I I t I I I I I I I J I 1 I r I I I I I I I I I I J I I I I I I I I I I I I I l I I I l I l I I I I 1 I I I I I, I I 1 I I I f I I l I I I I I I I I I I I I I l I I I I r I r I I I I I I I l l I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I l I I I I I I I I I l I 1 I I I I I I I I I I I I I I I l I I I J I I I I I I I I I I I I l I I J I I I I I I I I J I I I I I l I I I L I I I I I I I I I I I I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I I I I l I I I I I I I I I I I l I I I I I I I I I I I l I l I I I I I I I J I I I l I I I I I I I I I I I I I I I I I I I I I I I I I f l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I r l I r I I I I I I r I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ I I I I I I I I I I I l I I I I I l I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I L I I I I l I I I I I 1 I I I I I I I I I l l l I I I I I I I I I I I 1 I I I I I I I I r I I l I f I I I r I I I I I 1 r I I r I I I I I I I I I I 10 15 20 25 25 0 B+TGroup c:! ..F 1717 S Boulder Ave, Suite 300 B+T G~P Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 1918\ 29500265 . Mx "-----------Mz Global Mast Moment (kip-ft) 500 500 1000 0.000 1.000 1000 Job. 96694.002.01 -OMWD OPS CENTER, CA (US/D# 9299 Proiect: Verizon Tower Only Co-location 09.18.2014 CIJent· AT&T Towers I Drawn by. B. Sevier App'd· Code: TIA-222-G !Date. 08/07/15 Scale: NTS Path: _ .. '" DwgNo. E-4 E' -C: 0 i ~ iii 0 20.00 1.00 0 Deflection (in) 0.5 0.5 I 7- TIA-222-G -Service -60 IT!Ph Maximum Values 0 c::f ..F B+T GRP Tilt (deg) B+TGroup I I, -I 1717 S Boulder Ave, Suite 300 Tulsa, OK74119 Phone: (918) 587-4630 FAX: 1918) 295-0265 0.5 0·Jo.ooo I I I I I I I I I I I I I I I I I I I I I 1.000 0.5 0 0,05 0.1 ob: 96694.002.01 -OMWD OPS CENTER, CA (US/D# 9299 Project· Verizon Tower Only Co-location 09.18.2014 Client: AT&T Towers I Crawn by: B, Sevier App'd: Code: TIA-222-G \Da!e:08/07/15 scale: NTS Path: --·· -Dwg_No. E-5 tnxTower Job Page 96694.0Q2.01 -OMWD OPS CENTER, CA ~USIP# 92996) 1 of 11 Project Date B+TGroup 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07/15 - Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Tow~r Input Dc1ta There is .a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in San Diego County, California. Basic wind speed of 86 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is I. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. -Consider Moments -Legs Consider Moments -Horizontals Consider Moments O Diagonals Use Moment Magnification -.J Use Code Stress Ratios -./ Use Code Safety Factors -Guys Escalate Ice Always Use MaxKz Use Special Wind Profile· Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Section Elevation Section Length f! f! 11 20.000-1.000 19.000 Option$· Distribute Leg Loads As Uniform Assume Legs Pinned -./ Assume Rigid Index Plate -./ Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension -./ Bypass Mast Stability Checks -./ Use Azimuth Dish Coefficients -./ Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate.Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset.Girt At Foundation -./ Consider Feedline Torque Include Angle Block Shear Check · · ____ --Poles · ] '-::J Include Shear-Torsion Interaction -·-A Always Use Sub-Critical Flow Use Top Mounted Sockets Tapered Pole SectiQh Geometry Splice Number Top Bottom Wall Bend Pole Grade Length of Diameter Diameter Thickness Radius f! Sides in in. in in 18 30.000 30.000 0.188 0.750 A572-65 (65 ksi) I •· I L I. tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 2 of 11 Project Date B+TGroup 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers FAX: (918) 295-0265 Section LI Tower Elevation TipDia. in 30.463 30.463 Gusset Area Area in2 17.742 17.742 (per face) . L1 20.000-1.000 i2 Tapered P9le Propexties I r C 1/C J in4 in in in3 in4 1992.236 10.583 15.240 130.724 3987.094 1992.236 10.583 15.240 130.724 3987.094 Gusset Gusset Grade Adjust. Factor · Adjust. Weight Mult. Thickness A1 Factor A, in B. Sevier It/Q w wit in2 in 8.873 4.950 26.4 8.873 4.950 26.4 Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals in in Feed Line/Lfnear A_ppurtenances -e·n,tered As RolJnd Or Flat Description **#** Description LDF5-SOA(7/8") (AT&T-E) LDF7-50A(l-5/8") (AT&T-Future) **#** LDF7-SOA(l-5/8") (Verizon-P) **#** Face Allow or Shield Le Component Type Placement Total Number Number Per Row Clear Width or Perimeter Spacing Diameter in in in Feed Line/Linear App1.1rt~nances -E_ntered As Area_ Face Allow Component Placement Total C,iAA Weight or Shield Type Number Le t ff/it kl C No Inside Pole 10.000 -1.000 24 Noice 0.000 0.000 C No Inside Pole 20.000 -1.000 6 Noice 0.000 0.001 B No Inside Pole 20.000 -1.000 2 Noice 0.000 0.001 Feed Line/Linear Appurtenance~ -Section Areas Weight kl Tower Tower Face AR Ap C,iAA C,iAA Weight Section Elevation lnFaqe Out Face t i2 i2 i2 i2 K Ll 20:000-1.000 A 0.000 0.000 0:000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.031 C 0.000 0.000 0.000 0.000 0.244 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice t in in in iii Ll 20.000-1.000 0.000 0.000 0.000 0.000 I tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 3 of 11 B+TGroup Project. Date 1717 S Boulder Ave, .Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07/15 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 I; Shielding Factor Ka Tower Feed Line Description Feed Line K. Ka Section Record No. Se entElev. No lee Ice l User Defined Load$ Description Elevation Offeet Azimuth Weight Fx F, Wind Force C,iAc From Angle Centroid t t 0 K K K K i2 Top Upper Trunk! 36.500 5.000 0.000 Noice 0.445 0.000 0.000 0.120 5.910 Service 0.445 0.000 0.000 0.052 5.910 Top Upper Trunk2 36.500 5.000 120.000 No Ice 0.445 0.000 0.000 0.120 5.910 Service 0.445 0.000 0.000 0.052 5.910 Top Upper Trunk:3 36.500 5.000 240.000 No Ice 0.445 0.000 0.000 0.120 5.910 Service 0.445 0.000 0.000 0.052 5.910 Bottom Upper Trunk! 25.500 2.500 0.000 Nolce 0.599 0.000 0.000 0.145 7.700 Service 0.599 0.000 0.000 0.063 7.700 Bottom Upper Trunk2 25.500 2.500 120.000 No Ice 0.599 0.000 0.000 0.145 7.700 Service 0.599 0.000 0.000 0.063 7.700 Bottom Upper Trunk:3 25.500 2.500 240.000 No ice 0.599 0.000 0.000 0.145 7.700 Service 0.599 0.000 0.000 · 0.063 7.700 Transition Pipes 21.000 0.000 0:000 Noice 0.595 0.000 0.000 0.000 0.000 Service 0.595 0.000 0.000 0.000 0.000 Branches 32.200 0.000 0,000 Nolce 2.037 0.000 0 000 6.576 333.350 Service 2.037 0.000 0.000 2.864 333.350 Coax 20.000 0.000 0.000 Noke 0.372 0.000 0.000 0.000 0.000 Service 0.372 0.000 0.000 0.000 0.000 Discrete Tower Lo~ds -I Description Face Offeet Offsets: Azimuth Placement C,iAA C,iAA Weight or Type Horz Aqfustment Front Side Leg Lateral Vert ft 0 ft fr fr K ft t (4) AIR-11 B20A BBP w/ A From Leg 4.000 0.000 38.000 No Ice 9.219 8.000 0.110 Mount Pipe 0.000 (AT&T-E) 1.000 (4) AIR-11 B20ABBP w/ B From Leg 4.000 0.000 38.000 No Ice 9.219 8.000 0.110 Mount Pipe 0.000 (AT&T-E) 1.000 (4) AIR-I I B20A BBP w/ C From Leg 4.000 0.000 38.000 No Ice 9.219 8.000 0.110 Mount Pipe 0.000 (AT&T-E) 1.000 (8)RRUS 11 A From Leg 4.000 0.000 38.000 No lee 3.249 1.373 0.048 (AT&T-E) 0.000 1.000 (8)RRUS n B From Leg 4.000 0.000 38.000 No lee 3.249 1.373 0.048 tnxTower .Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 4 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07/15 Tulsa, OK74119 Client Designed by Rhone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA C~A Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft ft K ft t (AT&T-E) 0.000 1.000 (8)RRUS 11 C From Leg 4.000 0.000 38.000 No Ice 3.249 1.313 0.048 (AT&T-E) 0.000 1.000 (2) DC6-48-60-I8-8F A From Leg 4.000 0.000 38.000 Nolce 1.467 1.467 0.019 (AT&T-E) 0.000 1.000 DC6-48-60-l 8-8F B From Leg 4.000 0.000 38.000 No Ice 1.467 1.467 0.019 (AT&T-E) 0.000 1.000 DC6-48-60-l 8-8F C From Leg 4.000 0.000 38.000 No Ice 1.467 1.467 0.019 '(AT&T-E) 0.000 1.000 AIR-I I B20A BBP w/ Mount A From Leg 4.000 0.000 38.000 No Ice 9.219 8.000 0.110 Pipe 0.000 (AT&T-Future) 1.000 AIR-11 B20A BBP w/ Mount B From Leg 4.000 0.000 38.000 No Ice 9.219 8.000 0.110 Pipe 0.000 (AT&T-'Future) 1.000 AlR-11 B20A BBP w/ Mount C From Leg 4.000 .0.000 38.000 No Ice 9.219 8.000 0.110 Pipe 0.000 (AT&T-Future) 1.000 T-Arm Mount [TA 602-3] C None 0.000 38.000 No Ice 11.590 11.590 0.774 (E) **#** (2) 800 10735V0I w/Mount A From Leg 4.000 40.000 i1.ooo Nolce 9.042 5.489 0.058 Pipe 0.000 (Verizon-P) 0.000 (2) 800 10735V01 w/ Mount B From Leg 4.000 40.000 27.000 No lee 9.042 5.489 0.058 Pipe 0.000 (Verizon-P) 0.000 (2) 800 "10735V01 w/ Mount C From Leg 4.000 40,000 27.000 No Ice 9.042 5.489 0.058 Pipe 0.000 (Verizon-P) 0.000 (2) SBNHH-1D65B w/ A From Leg 4.000 40.000 27.000 Nolce 8.637 7.071 0.066 Mount Pipe O.OQO (Verizon-P) 0.000 (2) SBNHH-1D65B w/ B From Leg 4.000 40.000 27.000 No Ice 8.637 7.071 0.066 Mount Pipe 0.000 (Verizon-P) 0.000 (2) SBNHH-1D65B w/ C From Leg 4.000 40.000 27.000 No lee 8.637 7.071 0.066 Mount Pipe 0.000 (Verizon-P) 0.000 (2) RRUS 12 A From Leg 4.000 0:000 27.000 No Ice 3.669 1.488 0.058 (Verizon-P) 0.000 0.000 (2)RRUS 12 B From Leg 4.000 0.000 27.000 No Ice 3.669 1.488 0.058 (Verizon-P) 0.000 0.000 (2)RRUS 12 C From Leg 4.000 0.000 27.000 No Ice 3.669 1,488 0.058 (Verizon-P) 0.000 0.000 RRUS 11 A From Leg 4.000 0.000 27.000 Noice 3.249 1.373 0.048 (Verizon-P) 0:000 0.000 RRUS 11 B From Leg 4.000 0.000 27.000 No lee 3.249 1.373 0.048 Job tnxTower 96694.002.0t -OMWD OPS CENTER, CA (USID# 92996) B+TGroup Project 1717 S Boulder Ave, Suite 300 Tulsa, OK 74119 Client Phone: (918)587-4630 FAX:(918) 295-0265 Description Face Offset or Type Leg (Verizon-P) RRUS 11 C From Leg (V erizon-P) (3) RRUS A2 MODULE A From Leg (Verizon-P) (3) RRUS A2 MODULE B From Leg (Verizon-P) (3) Rf-US A2 MODULE C From Leg (Verizon-P) (2) RCMDC-3315-PF-48 C From Leg (Verizon-P) T:Arm Mount [TA 602-3] C None Comb. No: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ts 19 20 21 22 23 24 25 26 (Verizon-P) **#** Dead Only 1.2 Dead+ 1.6 Wind 0 deg -.No Ice 0.9 Dead+ 1.6 Wind 0 deg -No Ice 1.2 Dead+ 1.6 Wind 30 deg -No Ice 0.9 Dead+ 1.6 Wind 30·deg -No Ice 1.2 Dead+ 1.6 Wind 60 deg -No Ice 0.9 Dead+l.6 Wind 60 deg-No Ice 1.2 Dead+ 1.6 Wind 90 deg -No Ice 0.9 Dead+ 1.6 Wind 90 deg -No Ice 1.2 Dead+ 1.6 Wind 120 deg -No Ice 0:9 Dead+l.6 Wind 120 deg-No Ice 1.2 Dead+ 1.6 Wind 150 deg -No Ice 0.9 Dead+ 1.6 Wind 150 deg -No Ice 1.2 Dead+ 1.6 Wind 180 deg -No Ice 0.9 Dead+ 1.6 Wind 180 deg -No Ice 1.2 Dead+.1.6 Wind 210 deg-No Ice 0.9 Dead+ 1.6 Wind 210 deg-No Ice 1.2 Dead+ 1.6 Wind 240 deg -No Ice 0.9 Dead+ 1.6 Wind 240 deg-No Ice 1.2 Dead+ 1.6 Wind 270 deg -No Ice 0.9 Dead+ 1.6 Wind 270 deg -No Ice l.2Dead+l.6 Wind 300 deg-No Ice 0.9 Dead+ 1.6 Wind 300 deg -No Ice 1.2 Dead+ 1.6 Wind 330 deg-No Ice 0.9Dead+ 1.6 Wind 330 deg-No Ice Dead+Wind 0 deg -Service Verizon Tower Only Co-location 09.18.2014 AT&T Towers Offsets: Azimuth Placement C~A C~A Horz Adjustment Front Side Lateral Vert ft 0 ft fr fr ft t 0.000 0.000 4.000 0.000 2·1,000 No Ice 3.249 1.373 0.000 0.000 4.000 0.000 27:000 No Ice 1.867 0.423 0.000 0.000 4.000 0.000 27.000 Nolce 1.867 0.423 0.000 0.000 4.000 0.000 27.000 No Ice 1.867 0.423 0.000 0.000 4.000 0.000 27.000 No Ice 4.3+6 2.557 0.000 0.000 0.000 27.0Q0 No Ice 11.590 11.590 Load Combinations Description Page 5 of 11 Date 15:38:53 08/07/15 Designed by B. Sevier Weight K 0.048 0.021 0.021 0.021 0.032 0.774 . I I·. Comb. . No. 27 28 29 30 31 32 33 34 35 36 37 tnxTower B+TGroup 1717 S Boulder Ave, Suite 300 Tulsa, OK74119 Phone: (918) 587-4630 FAX: (918) 295-0265 Dead+Wind 30 deg-·Service Dead+Wind 60 deg-Service Dead+Wind 90 deg -Service Dead+Wind 120 deg-Service Dead+Wind 150 deg -Service Dead+Wind 180 deg -Service Dead+Wind 210 deg-Service Dead+Wind 240 deg -Service Dead+Wind 270 deg -Service Dead+Wind 300 deg -Service Dead+Wind 330 deg -Service Job 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) Project Verizon Tower Only Co-location 09.18.2014 Client AT&T Towers Description Maxim.um ·Member FQrces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kie-f.!. kie-ft Ll 20-1 Pole Max Tension I 0.000 0.000 0.000 Max. Compression 12 -16.150 -343.773 -596.124 Max.Mx 20 -16.150 690.287 -1.056 Max.My 14 -16.150 1.326 -688.894 Max. Vy 20 -22.002 690.287 -1.056 Max. Vx 14 21.959 1.326 -688.894 Max. Torque 2 0.571 Maximum Rea~tions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 20 16.169 21.988 . -0.037 Max.Rx 21 12.126 21.988 -0.037 Max.Hz 2 16.169 -0.037 21.945 Max.Mx 2 688.729 -0.037 21.945 Max.Mz 8 689.584 -21.988 0.037 Max. Torsion 2 0.571 -0.037 21.945 Min.Vert 13 12.126 -10.962 -18.986 Min.Rx 8 16.1(59 -21.988 0.037 Min.Hz 14 16.169 0.037 -21.945 Min. M, 14 -688.894 0.037 -21.945 Min.Mz 20 -690.287 21.988 -0.037 Min. Torsion 14 -0.567 0.037 -21.945 Page 6 of 11 Date 15:38:53 08/07/15 Designed by B. St?vier tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 7 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Ohly Co-location 09.18.2014 15:38:53 08/07 /15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX (9I8) 295-0265 I -Tower Mast Rea~tion Summary I . Load Vertical Shearx Shear, Overturning Overturning Torque Combination Moment, M. Moment,M, K K K kieft ki(!_ft kip_ft Di:adOnly 13.474 0.000 0.000 0.068 0.291 0.000 1.2 Dead+ 1.6 Wind O deg-No 16.169 0.037 -21.945 -688.729 -0.622 -0.571 Ice 0.9 Dead+l.6 Wind O deg-No 12.126 0.037 -2,1.945 -687.813 -0.710 -0.570 Ice 1.2 Dead+ 1.6 Wind 30 deg -No 16.169 11.026 -19.024 -599.932 -345.460 -0.432 Ice 0.9 Dead+ 1.6 Wind 30 deg -No 12.126 11.026 -19.024 -596.141 -345.078 -0.432 Ice 1.2 Dead+ 1.6 Wind 60 deg -No 16.169 19.061 -11.005 -345.166 -597.637 -0.176 Ice 0.9 Dead+ 1.6 Wind 60 deg -No 12.126 19.061 -11.005 -344.718 -596.913 -0.176 Ice 1.2 Dead+ 1.6 Wind 90 deg -No 16.169 21.988 -0.037 -0.891 -689.584 0.127 Ice 0.9 Dead+ 1.6 Wind 90 deg -No 12.126 21.988 -0.037 -0.911 -688.734 0.127 Ice 1.2 Dead+ 1.6 Wind 120 deg -16.169 19.024 10.940 343:645 -596.663 0.395 No Ice 0.9 Dead+ 1.6 Wind 120 deg -12.126 19.024 10.940 343.157 -595.940 0.394 No Ice 1.2 Dead+ 1.6 Wind 150 deg -16.169 10.962 18.986 596.123 -343.773 0.555 No Ice 0.9 Dead+ 1.6 Wind 150 deg-12.126 10.962 18.986 595.292 -343.393 0.554 No Ice 1.2 bead+ 1.6 Wind 180 deg -16.169 -0.037 21.945 688.894 1.325 0.567 No Ice 0.9 Dead+ 1.6 Wind 180 deg-12.126 -0.037 21.945 687.936 1.236 0.566 No Ice i.2 Dead+ 1.6 Wind 210 deg -16.169 -11.026 19.024 597.097 346.163 0.428 No Ice 0.9 Dead+l.6Wind 210 deg-12.126 -11.026 19.024 596.265 345.604 0.427 No Ice 1.2 Dead+ 1.6 Wind 240 deg -16.169 -19.061 ll.005 345.331 598.340 0.176 No Ice 0.9 Dead+ 1.6 Wind 240 deg-12.126 -19.061 11.005 344.841 597.439 0.176 No Ice 1.2 Dead+ 1.6 Wind 270 deg -16.169 -21.988 0.037 1.056 690.287 -0.123 No Ice 0.9 Dead+ 1.6 Wind 270 deg -12.126 -21.988 0.037 1.034 689.261 -0.123 No Ice J .2 Dead+ 1.6 Wind 300 deg -16.169 -19.024 -10.940 -343.480 597.366 -0.391 No Ice Q.9 Dead+ 1.6 Wind 300 deg -12.126 -19.024 -10,940 -343.033 596.466 -0.390 No lee 1.2 Dead+ 1.6 Wind 330 deg -16.169 -10.962 -18.986 -595.959 344.476 -0.555 Nolce 0.9 Dead+ 1.6 Wind 330 deg -12.126 -10.962 -18.986 -595.169 343.920 -0.554 No lee Dead+Wind O deg -Service 13.474 0.010 -5.973 -187.264 0.028 -0.155 Dead+Wind 30 deg -Service 13.474 3.001 -5.178 -162.298 -93.756 -0.117 Dead+Wind-60 deg -Service 13.474 5.188 .2.995 -93.827 -162.339 -0.048 Dead+Wind 90 deg -Service 13.474 5.985 -0.010 -0.196 -187.345 0.034 Dead+Wind 120 deg -Service 13.474 5.178 2.978 93.505 -162.074 0.107 Dead+Wind 150 deg -Service 13.474 2.984 5.168 162.171 -93.297 0.151 Dead+Wind 180 deg -Service 13.474 -0.010 5.973 187.401 0.558 0.155 "" tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 8 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07/15 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Load Vertical Shearx Shear, Overturning Overturning Torque Combinatiqn Moment,Mx Moment,M, K K K kif!.--/! ki[!_--f! ki[!_--f! Dead+Wind 210 deg -Servi9e 13.474 -3.001 5.178 162.436 94.341 0.117 Dead+Wind 240 deg -Service 13.474 -5.188 2.995 93.964 162.924 0.048 Dead+Wind 270 deg-Service 13.474 -5.985 0.010 0.334 187.931 -0.034 Dead+Wind 300 deg-Service 13.474 -5.178 -2.978 -93.368 162.660 -0.107 Dead+Wind 330 deli -Service 13.474 -2.984 -5.168 -162.033 93.882 -0.151 I Solution s·~_m_rnary I Sum of Applied Forces Sum a/Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -13.474 0.000 0.000 13.474 0.000 0.000% 2 0.037 -16.169 -21.945 -0.037 16.169 21.945 0.000% 3 0.037 -12.126 -21.945 -0.037 12.126 21.945 0.000% 4 11.026 -16.169 -19.024 -11.026 16.169 19.024 0.000% 5 11.026 -12.126 -19.024 -H.026 12.126 19.024 0.000% 6 19.061 -16.169 -11.005 -19.061 16.169 11.005 0.000% 7 19.061 -12.126 -11.005 -19.061 12.126 11.005 0.000% 8 2L988 -16.169 -0.037 -21.988 16.169 0.037 0.000% 9 21.988 -12.126 -0.037 -21.988 12.126 0.037 0.000% 10 19.024 -16.169 10.940 -19.024 16.169 -10.940 0.000% 11 19.024 -12.126 10.940 -19.024 12.126 -10.940 0.000% 12 10.902 -16.169 18.986 -10.962 16.169 -18.986 0.000% 13 10.962 -12.126 r8.986 -10.962 12.126 -18.986 0.000% 14 -0.037 -16.169 21.945 0.037 16.169 -21.945 0.000% 15 -0.037 -12.126 21.945 0.037 12.126 -21.945 0.000% 16 -11.026 -16.169 19.024 11.026 16.169 -19.024 0.000% 17 -11.026 -12.126 19.024 11.026-12.126 -19.024 0.000% 18 -19.06i -16.169 11.005 19.061 16.169 -11.005 0.000% 19 -19.061 -12.126 11.005 19.061 12.126 -11.005 0.000% 20 -21.988 -16.169 0.037 21.988 16.169 -Q.037 0.000% 21 -21.988 -12.126 0.037 21.988 12.126 -0.037 0.000% 22 -19.024 -16.169 -10.940 19.024 16.169 10.940 0.000% 23 019.024 -12.126 -10.940 19.024 12.126 10.940 0.000% 24 -10.962 -16.169 -18.986 10.962 16.169 18.986 0.000% 25 -10.962 -12.126 -18.986 10.962 12.126 18.986 0.000% 26 0.010 -13.474 -5.973 -0.010 13.474 5.973 0.000% 27 3.001 -13.474 -5.178 -3.001 13.474 5.178 0.000% 28 5.188 -13.474 -2.995 -5.188 13.474 2.995 0.000% 29 5.985 -13.474 -0.010 -5.985 13.474 0.010 0.000% 30 5.178 -13.474 2.978 -5.178 13.474 -2.978 0.000% 31 2.984 -13.474 5.168 -2.984 13.474 -5.168 0.000% 32 -0.010 -13.474 5.973 0.010 13.474 -5.973 0.000% 33 -3.001 -13.474 5.178 3.001 13.474 -5.178 0.000% 34 -5.188 -13.474 2.995 5.188 13.474 -2.995 0.000% 35 -5.985 -13.474 0.010 5.985 13.474 -0.010 0.000% 36 -5.178 -13.474 -2.978 5.178 13.474 2.978 0.000% 37 -2.984 -13.474 -5.168 2.984 13.474 5.168 0.000% tnxTower Job 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) B+TGroup Project 1717 S Boulder Ave, Suite 300 Ve[izon Tower Only Co-location 09.18.2014 Tulsa, OK 74119 Client Phone: (918) 587-4630 AT&T Towers FAX: (918) 295-0265 No.n-Li·near Conve·rgence Results Load Converged? Number Displacement Force .Combination ofCycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000091 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.0000000.1 0.00001233 5 Yes 4 0.00000001 0.00000710 6 Yes 4 0.00000001 0.00001320 7 Yes 4 0.00000001 0.00000765 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00001353 11 Yes 4 0.00000001 0.00000787 12 Yes 4 0.00000001 6.00001213 13 Yes 4 0,00000001 0.00000698 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 -0:00000001 0.00001369 17 Yes 4 0.00000001 0.00000796 18 Yes 4 0.00000001 0.00001270 19 Yes 4 0.00000001 0.00000733 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00001234 23 Yes 4 o.oooooooi 0:00000711 24 Yes 4 0.00000001 0.00001386 25 Yes 4 0.00000001 0.00000807 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0:00000001 0.00000001 36 Yes 4 0.00000001 0.00000001- 37 Yes 4 0.00000001 Q.00000001 Maximum Tower be_flectlons -SefVice Wind Section No. L1 Elevation 20-1 Horz. Deflection in 0.812 Gov. Load Comb. 34 Tilt 0.357 Twist 0.001 Page 9 of 11 Date 15:38:53 08/07/15 Designed by B. Sevier -:I tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 10 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07 /15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier . FAX: (918) 295-0265 Critical Deflections and Radius of Cu_rvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. in 0 0 t 38.000 (4)AIR-ll B20ABBP w/Mount 34 0.812 0.357 0.001 Inf Pipe 36.500 Top Upper Trunkl 34 0.812 0.357 0.001 Inf 32.200 Branches 34 0.812 0.357 0.001 Inf 27.000 (2) 800 10735V01 w/MountPipe 34 0.812 0.357 0.001 Inf 25.500 Bottom Upper Trunk! 34 0.812 0.357 0.001 Inf 21.000 Transition Pipes 34 0.812 0.357 0.001 Inf 20.000 Coax 34 0.812 0.357 0.001 Inf Maximum Tower Deflecti9ns ., Design Wind . Section Elevation Horz. Gov. Tilt Twist No. Deflection Load t in Comb_. 0 0 LI 20-1 2.980 18 1.311 0.002 I Critic~I Deflections and Radh~s of Curvature -Design Wind Elevaiion Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. in 0 0 t 38:000 (4) AIR-11 B20A BBP w/ Mount 18 2.980 1.311 0.002 Inf Pipe 36.500 Top Upper Trunk! 18 2.980 1.311 0.002 Inf 32.200 Branches 18 2.980 1.311 0.002 Inf 27.000 (2) 800 10735VO 1 w/ Mount Pipe 18 2.980 1.31'1 0.002 Inf 25.500 Bottom Upper Trunk! 18 2.980 1.311 0.002 Inf 21.000 Transition Pipes 18 2.980 1.311 0.002 Inf 20.000 Coax 18 2.980 1.311 0.002 Inf I.._: _______________ C_o_m ....... p_ri_e_s __ $l_·o_n_C_h_ec_k_$'---. ____________ __. Section No. LI Elevation ft 20 -1 (1) Size TP30x30x0.188 4.8.2 (1.02 CR) -1 Pole De$lgn Data L Lu Kllr A ft ft in2 19.000 0.000. 0.0 17.742 . Pu K K -16.150 1123.340 Ratio Pu $P,, 0.014 :I I I J Job Page tnxTower 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 11 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:38:53 08/07/15 Tulsa, OK74119 , Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265. Pole Bending Design Data Sei;tion Elevation Size Mu, $M., Ratio Muy $Mny Ratio No. M,,. M,,y ft kip-ft kip-ft 2M,,. kip-ft kip-ft $M~ L1 20 -I (I) TP30x30x0.188 690.843 689.731 1.002 0.000 689.731 0.000 Pole Shear· Design-Data Section . Elevation Size Actual $V. Ratio Actual $T • Ratio. No. Vu V,, Tu Tu ft K K $V. kip-ft kip-ft <J>Tn LI 20-1(1) TP30x30x0.188 22.023 56L670 0.039 0.176 1381.150 0.000 Pole ln.ter~ction Design .Oata Section No. LI Section No. LI Elevation ft 20-1 (i) Elevation ft 20-1 Ratio Ratio Pu M., Pn $Mn, 0.014 1.002 Component Type Pole Program Version 6.1.4.1-12/17/2013 Ratio Ratio Ratio Comb. Allow. Criteria Muy v,, Tu Stress Stress $Mn ' v. . $T •. Ratio Ratio 0.000 0.039 0.000 1.018 1.000 4.8.2 $ection Capacity Tabl~ Size Critical p 0Pa11ow % Pass Element K K Capacity Fail TP30x30x0.188 1 -16.150 1123.340 101.8 Acceptable Summary Pole (LI) 101.8 Acceptable RATING= 101.8 Acceptable .I '· "' "' ; a: "' "' .§ a: ,: 0 'ii " " ffi (JJ g q 0 0 0 en g 0 c,; € 'g, ,: " ..J 42.0ft 31.0 ,: 0 22.0 ci 20.0 '-< g " :E .., f ~ Cl c:f..F B+T GRP no o DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Branches(Top Section) 38,2 (2) RCMDC-3315-PF-48 (Verizon-P) 27 (8) ~RUS 11 (ATI-E) 38 T-Arm Mount [TA 602-1] (Veriz~n-P) 27 (2) DCS-48-60-1 S:8F (ATI-E) 38 (2) SBNHH-1065B w/ Mount Pipe 27 AIR-11 B20ABBPw/ Mount Pipe 38 (Verizon-P) (ATI-Future) RRUS 11 (Venzon-P)_ 27 T-Arm Mount [TA602-1] (E) 38, (2) 800 10735V01 WI-Mount Pipe 27 (4) AIR-11 B20A BBP W/ Mount Pipe 38 (Verizon-Pl (ATI-E) (3) RRUS A2 MODULE (Verizon-P) 27 Top Upper Trunk 36.5 Bottom Upper Trunk 25.5 Top Trunk Self Weight Offset 36.5 Bottom Trunk Self Weight Offset 25.5 Branches(Tapered Section) 27.9 Trans1t1on Pipe 21 (2) RRUS 12 (Verizon-P) 27 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu 35 ksi 63 ks, I I TOWER DESIGN NOTES 1. Tower is located in San Diego County, California. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 86 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest H~ight of 0.000 ft 7. TOWER RATING: 80.3% , 0 ALL REACTIONS ARE FACTORED AXIAL 5K SHEA~ MOMENT BK_L_J 109kip-ft TORQUE 15 kip-ft REACTIONS -86 mph WIND B+TGroup w 96694.002.01 -OMWD OPS CENTER, CA (USID# 9299 1717 S Boulder Ave, Suite 300 Proiect: Verizon _Tower Only Co-location 09.18.2014 Tulsa, OK 74119 Client: AT&T Towers jDrawnby:B. Sevier App'd: Phone: (918) 587-4630 Code: TIA-222-G !Date. 08/07115 scale. NTS FAX: (918) 295-0265 Path· !:"9 No. E-1 ,.,., g C 0 I jjj _____ Round 42.000 Face A 20,000 Feed Line Distribution Chart 20' -42' Flat _____ App In Face_··-._ AppOutFace -··-··-Truss Leg Faces FaceC 42.000 ~ ___________ -,-_ _ _ _ _ _ _ _ _ 39.000 -----,-------------r----- c::f ..F !3-+T d~P . I I . . I I . . I I . . I I •. . I . I . I . I . I . I -----------[f----------------w+----------ft-----31.0oo ._!. I 4-I -~ ,· ~ i'1 ,!. . <• g I :;: 0. €I . I . I . I . I . I . I . I . I i I ij I {;'1 ;::,· ~ ey ~i Ii ~-91' ~ I I 22.000 ---------------------. --------~-------------r------- ' I I . . . I I I . I i . I 20.000 B+TGroup ob: 96694.002.01 -OMWD OPS CENTER, CA (USID# 9299 1717 S Boulder Ave, Suite 300 Project: Verizon Tower, Only Co-location 09.18.2014 Tulsa, OK 74119 Client: AT&T Towers \Drawnby:g_ Sevier App'd: Phone: (918) 587-4630 Code: TIA-222-G I Date: 08/07/15 scale: NTS FAX: '918\ 295-0265 Path: DwgNo. E-7 r·--· ··-----· ..., TIA-222-G -86 mph Exposure C Maximum Values -~-vx ------------Vz Mx ------------Mz 0 4200 = -C .2 31.00 'tu ~-w 22.00 20,00 Global Mast Shear (K) I I ----L ____ I --. 1'·, I \ I \ I ' I ' I ! I : I : \ \ \ i ! I I I I J --4---~---t---~-1 I I I I ~ I : I ' I I l 1 \ 5 ~- I I I I I I I I I I I ------,---, ---1 -- 1 I I I I I 5 I I I I I I I ---4.---1---_,_ ----1--- I I I I I I ',., I ',,, '>-, I I I I I --1 ...... l '1-, I'\ ! ! l \ i I I : I I ---:---: --i-:---:--- 1 I l l I I I : I I 1 I : l I 11 I , I J : I : 10 10 B+TGroup \ Global Mast Moment (kip-ft) I' I l 50 100 150 2.000 ·\ \I \ I\ I•, 1, \ I \ \ 1 ,l \I \ :\ I• I\ I\ I I \ I \I I I \I l -~--;-,--;- [ I 1\ I I I 1\ I I I 11 I I I I I \ I \ I \ I I \1 \I ,1 \ 1' 1\ 1\ I \ I ' I I I I I I l r I I --~-~--~-~----~-~--~-~--! I I J I I I I J I I l I I I I I I I I I I I I I I I I 1.000 I \ I I t I I I -1--,-,--1- 1 I I I l I I I I I I \., 50 \1 '{ I\ 1\ I \ I I \ I I \ I \1 l, 1\ I \ I \ I \ I --:--:-~ -: I I I\ I I I I\ I \ I \ I I \ I I \l I )\ 2 000 0,000 100 150 ob: 96694.002.01 • OMWD OPS CENTER, CA (US/D# 9299 c::f ..F 1717 S Boulder Ave, Suite 30_0 Project: Verizon Tower Only Co-location 09.18.2014 Client: AT&T Towers T Drawn by: 8. Sevier App'd· B+T GRr:> Tulsa, OK74119 Phone: (918) 587-4630 Code: TIA-222-G !Date: 08/07/15 Scale: NTS FAX: f918l 295-0265 Path: __ --·· ,. --, _l?W9 No. E-4 g C 0 42.00 0 31.00 :; ~ iii 20.00 TIA-222-G -Service -60 mpi, Maximum Values Deflection (in) I I I I I I '· --1---i---1---1--r t I I I I r I I I I, I I I I I I I I. I I I -,--,--, -,-- 1 I I I I I I I I I I I I I I I I I 0.5 I I r I J --1---1---l----1-- 0.5 I I I I 1 I I I I I I I -I --1 I I I I I I I I I 0 c::f' .F B+T G~P Tilt(deg) ____ 1 ____ _j_ I I I I 'I I I .I · ___ L ____ l ___ _ I I ,----,-----r----1---- 1 I I I I I 0.5 0 0.5 Twist (deg) 0.05 0.1 I 1-l _LL __ J _LL_L I I I I I I -,-r--,-,-r-r--,-r-r-r I I I I I 0.05 0.1 1.000 .000 0 000 0.15 B+TGroup ob: 96694.002.01 -OMWD OPS CENTER, CA (US/D# 9299 1717 S Boulder Ave, Suite 300 Project: Verizon Tower Only Co-location 09.18.2014 Tulsa, OK 74119 Client: AT&T Towers I Drawn by: B. Sevier App'd: Phone: (918) 587-4630 Code: TIA-222-G I Date: 08/07/15 scale· NTS FAX: 1918\ 295-0265 Path: ·-Dwg No. E-5 ---, tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 1 of 11 • I B+tGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, Ok 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918).295-0265. I. Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in San Diego County, California, Basic wind speed of 86 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. , Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered . Co11sider Moments -Legs Consider Moments -Horizontals Consider Moments -Diagonals Use Moment Magnification --/ Use Code Stress Ratios --/ Use Code Safety Factors -Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing·( 4 Sided) Add IBC .6D+W Combination Section Elevation t LI 42,000-31.000 12 31.000-22.000 13 22.000-20.000 . ·.options Distribute Leg Loads As Uniform Assume Legs Pinned --/ Assume Rigid Index Plate --/ Use Clear Spans For Wine! Area Use Clear Spans For KL/r Retension Guys Io Initial Tension --/ Bypass Mast Stability Checks --/ Use Azimuth Dish Coefficients --/ Project Wind Area of Appurt. Autocalc Torque Arm-Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation --/ Consider Feedline Torque Include Angle Block Shear Check · •l?ole~ J ~";/ Inc""l-ud""e...,S""'h-ear---=T-'or,..,s'='io"'n-=-In-te-r-ac-ti,..,on-~- Always Use Sub-Critical Flow Use Top Mounted Sockets Pole Section (;eo111,etry Section Pole Pole Socket Length Length Size Grade ft t 11.000 Pl0x.365 A53-B-35 (35 ksi) 9.000 Pl2x0,375 A53-B-35 (35 ksi) 2.000 PI0x.5 A53-B-35 35 ksi I tnx,Tower B+TGroup 171.7 S Boulder Ave, Suite 300 Tulsa, OK74119 Phone: (918) 587-4630 FA:X: (918) 295-0265 Tower Elevation Ll 42.000-31.000 L2 31.000-22.000 L3 22.000-20.000 Gusset Area (per face) r Gusset Thickness in Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 2 of 11 Project Date Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Client Designed by AT&T Towers B. Sevier Gusset Grade Adjust. Factor Adjust: ~eight Mult. Double Angle Double Angle A1 Factor Stitch Bolt Stitch Bolt Ar Spacing Spacing Diagonals Horizontals in in 1 feed Line/Linear Appurtenances -1:ntered As Rounci. Or :fiat _ Description **#** Face Allow or Shield Le Component Type Placement Total Number Number Per Row Clear Width or Perimeter Spacing Diameter . in in in Feed Line/Line·ar Appurtenances -Entered As Area Description Face LDF5-50A(7/8") (AT&T-E) LDF7-50A(l-5/8") (AT&T-Future) **#** LDF7-50A(l-5/8") (Verizon-.P) **#** Tower Tower Section Elevation t Ll 42.000-31.000 L2 31.000-22.000 L3 22.000-20.000 or Le C C B Allow Component Placement Total . C,0,1 Weight Shield Type Number t r/2t kl No Inside Pole 39.000 -20,000 8 No lee 0:000 0.000 No Inside Pole 39.000 -20.000 2 No lee 0.000 0.001 No Inside Pole 39.000 -20.000 2 No lee 0.000 0.001 Feed Line/Linear Appurteo~nces Section Area$ Face AR AF C,0,1 C,0,1 Weight In Face Out Face r r r ft K A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0.013 C 0.000 0.000 0.000 0.000 0.034 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0:000 0.000 0.015 C 0.000 0.000 0.000 0.000 0.039 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 0.000 0.000 0:003 C 0.000 0.000 d:ooo 0.000 0.009 Weight kl I tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 3 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 1:· Feed Line· Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice t in in in in LI 42.000-31.000 0.000 0.000 0:000 0.000 L2 31.000-22.000 0.000 0.000 0.000 0.000 L3 22.000-20.000 0.000 0.000 0.000 0.000 I Shieldin.g _FactQr ·l<ij I Tower FeedLine Description FeedLine Ka Ka Section Record No. Se ent Elev. No lee Ice I' U$er Defi~ed LQ~ds .. J Description Elevation Offset Azimuth Weight Fx F, Wind Force C.¢c From Angle Centroid t t 0 K K K K i2 Top Upper Trunk 36.500 -5.000 0.000 No Ice· 0.445 0.000 0.000 0.120 5.910 Service 0.445 0.000 0.000 0.052 5.910 Bottom Upper Trunk 25.500 -2.500 0.000 Noice 0.599 0.000 0.000 0.145 7.700 Servic~ 0.599 0.000 0.000 0.063 7.700 Transition Pipe 21.000 0.000 0.000 Nolce 0.198 0.000 0.000 0.000 0.000 Service 0.198 0.000 0.000 0.000 0.000 Branches(Tapered Section) 27.900 -6.700 0.000 No!ce 0.234 0.000 0.000 0.733 38.310 Service 0.234 0.000 0.000 0.319 38.310 Branches(Top Section) 38.200 -9.000 0.000 No!ce 0.353 0.000 0.000 1.181 57.740 Service 0.353 0.000 0.000 0.514 57.740 Top TrunlcSelfWeight Offset 36.500 0.000 0.000 No!ce -0.445 0.000 0.000 0.000 0.000 Service -0.445 0.000 0.000 0.000 0.000 Bottom Trunk Self Weight 25.500 0.000 0.000 Nolce -0,599 0.000 0.000 0.000 0.000 Offset Service -0,599 0.000 0.000 0.000 0.000 I Discrete Tqwer LQads ·1 Description Face Offset Offsets: Azimuth Placement CAAA C.¢A Weight or Type Horz Aqjustment Front Side Leg Lateral Vert ft 0 ft ft! ft! K ft t (4)AIR-11 B20ABBPw/ A From Leg 4.000 0.000 38.000 No Ice 9.219 8.000 0.110 Mount Pipe 0.000 (AT&T-E) 1.000 (8)RRUS 11 A From Leg 4.000 0.000 38.000 No Ice 3.249 1.373 0.048 (AT&T-E-) 0.000 1.000 (2) DC6-48-60-18-8F A From.Leg 4.000 0.000 38.000 No Ice 1.467 1.467 0.019 .. - tnx,Tower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 4 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Description Face Offset Offsets: Azimuth Placement C,iA,i C,iAA Weight or Type Horz Adjustment Front Side Leg Lateral , Vert ft 0 ft Jr Jr K ft t (AT&T-E) 0.000 1.000 AIR-I I B20A BBP w/ Mount A From Leg 4.000 0.000 38.000 No lee 9.219 8.000 0.110 Pipe 0.000 (AT&T-Future) 1.000 T-Arm Mount ['FA 602-1] A From Leg 2.000 0.000 38.000 No lee 7.280 3.020 0.258 (E) 0.000 0.000 **#** (2) 800 10735V01 w/Mount A From Leg 4.000 40.000 27.000 Ncilce 9.042 5.489 0.058 Pipe 0.000 (Verizon-P) (l.000 (2) SBNHH-1D65Bw/ A From Leg 4.000 40.000 27.000 Noke 8.637 7.071 0.066 Mount Pipe 0.000 (Verizon-P) 0.000 (3) RRUS A2 MODULE A From Leg 4.000 0.000 27.000 No lee 1.867 0.423 0.021 (Verizon-P) 0.000 0.000 RRUS 11 A From Leg 4.000 0.000 27.000 Noke 3.249 1.373 0.048 (Verizon-P) 0.000 0.000 (2)RRUS 12 A From Leg 4.000 0.000 27.000 No Ice 3.669 1.488 0.058 (Verizon-P) 0.000 0.060 (2) RCMDC-3315-PF-48 C From Leg 4.000 0.000 27.000 No lee 4.326 2.557 0.032 (Verizon-P) 0.000 0.000 T-Arm Mount[TA 602-1] A From Leg 2.000 0.000 27.000 No lee 7.280 3.020 0.258 (Verizon-P) 0;000 0.000 **#** .J Load Ccnnbinations· Comb. Description No. I Dead Only 2 1.2 Dead+ 1.6 Wind O deg-No Ice 3 0,9 Dead+ 1.6 Wind O deg -No Ice 4 1.2 Dead+ 1.6 Wind 30 deg-No Ice 5 0.9 Dead+ 1.6 Wind 30 deg -No Ice 6 1.2 Dead+l.6Wind 60 deg-No·Ice 7 0:9 Dead+ 1.6 Wind 60 deg -No Ice 8 1.2 Dead+ 1.6 Wind 90 deg -No Ice 9 0.9 Dead+l.6 Wind 90 deg-No Ice 10 1.2 Dead+ 1.6 Wind 120 deg-No Ice 11 0.9 Dead+ 1.6 Wind 120 deg-No·Ice 12 1.2 Dead+ 1.6 Wind 150 deg -No Ice 13 0.9 Dead+ 1.6 Wind 150 deg -No Ice 14 l.2Dead+l.6Wind 180deg-Nolce 15 0.9 Dead+l.6 Wind 180 deg-No Ice tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 5 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK 74Jl9 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Comb. Description No. 16 1.2 Dead+ 1.6 Wind 210 deg -No Ice 17 0.9 Dead+ 1.6 Wind 210 deg -No Ice 18 1.2 Dead+ 1.6 Wind 240 deg -No Ice 19 0.9 Dead+ 1.6 Wind 240 deg -No Ice 20 1.2 Dead+ 1.6 Wind 270 deg -No Ice 21 0.9 Dead+ 1.6 Wind 270 \leg -No Ice 22 1.2 Dead+ 1.6 Wind 300 deg -No Ice 23 0.9 Dead+ 1.6 Wind 300 deg -No Ice 24 1.2 Dead+ 1.6 Wind 330 deg -No Ice 25 0.9 Dead+ 1.6 Wind 330 deg-No Ice 26 Dead+Wind O deg -Service 27 Dead+Wind 30 deg -Service 28 Dead+Wind 60 deg -Service 29 Dead+Wind 90 deg -Service 30 Dead+Wind 120 deg -Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg -Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 de!.\ -Service Maximum Memb~r Forces . I Section Elevation Component Condition Gov: Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K ki[!_f!. ki[!_f!. LI 42-31 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -2.442 .-29.023 -0.519 Max.Mx 20 -2.442 29.026 -0.521 Max.My 14 -2.421 0.008 -35.179 Max.Vy 20 -3.951 29.026 -0.521 Max. Vx 14 4.671 0.008 -35.179 Max. Torque 8 -17.003 L2 31-22 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 8 -4.298 -78.432 -0.237 Max.Mx 20 -4.297 79.038 -1.844 Max.My 14 -4.285 1.107 -93.785 Max. Vy 8 6.650 -78.432 -0.237 Max. Vx 14 7.755 1.107 -93.785 Max. Torque 9 -18.612 L3 22-20 Pole Max Tension 1 0.000 0.000 0.000 Max. Compressipn 8 -4.705 -91.741 0.092 Max.Mx 20 -4.705 92.347 -2.154 Max.My 14 -4.702 1.427 -109.299 Max.Vy 8 6.666 -91.741 0.092 Max.Vx 14 7:768 1.427 -109.299 Max. Torque 9 -15.355 tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 6 of 11 B+T(rroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower·Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Maximum Re.actions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 2 4.712 -0.160 7.762 Max.Hx 21 3.534 6.661 -0.160 Max. H, 2 4.712 -0.160 7.762 Max. Mx 3 107.347 -0.160 7.762 Max.M, 8 91.741 -6.661 0.160 Max. Torsion 21 15.354 6.661 -0.160 Min. Vert 21 3.534 6.661 -0.160 Min.Hx 8 4.712 -6.661 0.160 Min.H, 14 4.712 0.160 -7.762 Min.Mx 14 -109.299 0.160 -7.762 Min.Mz 20 -92.347 6.661 -0.160 Min. Torsion 9 -15.355 -6.661 0.160 1· Tower Mast Reaction Summary .1 Load -Vertical Shearx Shear, Overturning Overturning Torque Combination Moment,Mx Moment, M, K K K kief! kief! kip_1J. Dead Only 3.927 0.000 0.000 0.855 0.252 0.000 1.2 Dead+l.6 Wind 0 deg-No 4.712 0.160 -7.762 -107.243 -0.820 -1.048 Ice 0.9 Dead+ 1.6 Wind 0 deg -No 3.534 0.160 -7.762 0 107.347 -0.895 -1.047 Ice 1.2 Dead+ 1.6 Wind 30 deg -No 4.712 3.469 -6.802 -93.300 -46.690 6.751 Ice 0.9 Dead+ 1.6 Wind 30 deg-No 3.534 3.469 06.802 -93.424 -46.700 6.769 Ice 1.2 Dead+ 1.6 Wind 60 deg -No 4.712 5.848 -4.019 -54.083 -79.970 12.742 Ice 0.9Dead+l.6 Wind 60 deg-No 3.534 5.848 04.019 -54.263 -79.933 12.772 Ice 1.2 Dead+ 1.6 Wind 90 deg-No 4.712 6.661 -0.160 -0.098 -91.741 15.320 Ice 0.9 Dead+ 1.6 Wind 90 deg -No 3.534 6.661 -0.160 -0.354 -91.687 15.355 Ice 1.2 Dead+ 1.6 Wind 120 deg -4.712 5.688 3.742 54.190 -78.849 13.792 No Ice 0.9 Dead+ 1.6 Wind 120 deg -3.534 5.688 3.742 53.856 -78.812 13.822 No Ice 1.2 Dead+ 1.6 Wind 150 deg -4.712 3.192 6.642 94.231 -44.747 8.568 No lee 0.9 Dead+ 1.6 Wind 150 deg -3.534 3.192 6.642 93.840 -44.758 8.585 No lee 1.2 Dead+ 1.6 Wind 180 deg -4.712 -0.160 7.762 109.299 1.426 1.048 No lee 0.9 Dead+ 1.6 Wind 180 deg-3.534 ·0.160 7.762 108.886 1.349 1.047 No lee 1.2 Dead+ 1.6 Wind 210 deg-4.712 -3.469 6.802 95.355 47.299 -6.752 No lee 0.9 Dead+ 1.6 Wind 210 deg -3.534 -3.469 6.802 94.963 47.156 -6.771 No lee 1.2 Dead+ l.6Wind 240 deg-4.712 -5.848 4.019 56.135 80.578 -12.743 No lee 0.9 Dead+ 1.6 Wind ,!40 deg -3.534 -5.848 4.019 55.800 80.389 -12.774 I.. tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 7 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Load Vertical Shearx Shear, Overturning Overturning Torque Combination Moment,Mx. Moment, M, K K K kie.-ft kie.-ft kie.-ft No Ice 1.2 Dead+ 1.6 Wind 270 deg -4.712 -6.661 0.160 2.149 92.347 -15.319 No Ice 0.9 Dead+ 1.6 Wind 270 deg-3.534 -6.661 0.160 1.890 92.141 -f5.354 No Ice 1.2.Dead+ 1.6 Wind 300 deg -4.712 -5.688 -3.742 -52.137 79.452 -13.789 No Ice 0.9 Dead+ 1.6 Wind 300 deg -3.534 -5.688 -3.742 -52.319 79.264 -13.819 No Ice 1.2 Dead+ 1.6 Wind 330 deg -4.712 -3.192 -6.642 -92.177 45.350 -8.565 Noice 0.9 Dead+ 1.6 Wind 330 deg-3.534 -3.192 -6.642 -92.302 45.210 -8.582 No Ice Dead+Wind 0 deg -Service 3.927 0.044 -2.125 -28.751 -0.053 -0.285 Dead+Wind 30 deg -Service 3.927 0.950 -1.86:2 -24.937 -12.610 1.842 Dead+Wind 60 deg -Service 3.927 1.603 -1.100 -14.212 -21.720 3.475 Dead+Wind 90 deg -Service 3.927 1.826 -0.044 0.551 -24.942 4.177 Dead+Wind 120 deg -Service 3.927 1.559 1.025 15.396 -21.414 3.760 Dead+Wind 150 deg -Service 3.927 0.875 l.8i9 26.345 -12.080 2.336 Dead+Wind 180 deg-Service 3.927 -0.044 2.125 30.465 0.558 0.285 Dead+Wind 210 deg -Service 3.927 -0.950 1.862 26.651 13.114 -1.84·1 Dead+Wind 240 deg -Service 3.927 -1.603 1.100 15.925 22.224 -3.475 Dead+Wind 270 deg -Service. 3.927 -1.826 0.044 1.162 25.447 -4.177 Dead+Wind 300 deg-Service 3.927 -1.559 -1.025 -13.683 21.919 -3.760 Dead+Wind 330 de~ -Service 3.927 _ -0.875 -1.819 -24.632 12.585 -2.335 I Solution S~mmary_ I Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -3.927 0.000 0.000 3:927 0.000 0.000% 2 0.160 -4.712 -7.762 -0.160 4.712 7.762 0.000% 3 0.160 -3.534 -7:762 -0.160 3.534 7.762 0.000% 4 3.469 -4.712 -6.802 -3.469 4.712 6.802 0.000% 5 3.469 -3.534 -6.802 -3.469 3.534 6.802 0.000% 6 5.848 -4.712 -4.019 -5.848 4.712 4.019 0.000% 7 5.848 -3.534 -4'.019 -5.848 3.534 4.019 0.000% 8 6.661 -4.712 -0.160 -6.661 4.712 0.160 0.000% 9 6.661 -3.534 -0.160 -6.661 3.534 0.160 0.000% 10 5.688 -4.712 3.742 -5.688 4.712 -3.742 0.000% 11 5,688 -3.534 3.742 -5.688 3.534 -3.742 0.000% 12 3.192 -4.712 6:642 -3.192 4.712 -6.642 0.000% 13 3.192 -3,534 6.642 -3.192 3.534 -6.642 0.000% 14 -0.160 -4.712 7.762 0.160 4.712 -7.762 0.000% 15 -0.160 -3.534 7.762 0.160 3.534 -7.762 0.000% 16 -3.469 -4.712 6.802 3.469 4.712 -6.802 0.000% 17 -3.469 -3.534 6.802 3.469 3.534 -6.802 0.000% 18 -5.848 -4.712 4.019 5.848 4.712 -4.019 0.000% 19 -5.848 -3.534 4.0.19 5.848 3.534 -4.019 0.000% 20 -6.661 -4.712 0.160 6.661 4.712 -0.160 0.000% 21 -6.661 -3.534 0.160 6.661 3.534 -0.160 0.000% 22 -5.688 -4.712 -3.742 5.688 4.712 3.742 0.000% 23 -5.688 -3.534 -3.742 5.688 3.534 3.742 0.000% 24 -3.192 -4.712 -6.642 3.192 4.712 6.642 0.000% 25 -3.192 -3.534 -6.642 3.192 3.534 6.642 0.000% 26 0.044 -3.927 -2.125 -0.044 3.927 2.125 0.000% 27 0.950 -3.927 -1.862 -0.950 3.927 1.862 0.000% • tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 8 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/1p -. Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 28 1.603 -3.927 -1.100 -1.603 3:927 1.100 0.000% 29 1.826 -3.927 -0.044 -1.826 3.927 0.044 0.000% 30 1.559 -3.927 1.025 -1.559 3.927 -1.025 0.000% 31 0.875 -3.927 1.819 -0.875 3.927 -1.819 0.000% 32 -0.044 -3.927 2.125 0.044 3.927 -2.125 0.000% 33 -0.950 -3.927 1.862 0.950 3.927 -1.862 0.000% 34 -1.603 -3.927 1.100 1.603 3.927 -1.100 0.000% 35 -1.826 -3'.927 0.044 1.826 3.927 -0.044 0.000% 36 -1.559 -3.927 -1.025 1.559 3.927 1.025 0.000% 37 -0.875 -3.927 -1.819 0.875 3.927 1.819 0.000% I Non-Linear. Convergence Results ·1 Load Converged? Number Displacement Force Combination o[CJ;_cles Tolerance Tolerance 1 Yes 4 0.00000001 0:00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00012692 5 Yes 4 0.00000001 0.00007964 6 Yes 4 0.00000001 0.00025998 7 Yes 4 0.00000001 0.00018874 8 Yes 4 0.00000001 0.00033051 9 Yes 4 0.00000001 0.00025610 10 Yes 4 0.00000001 0.00028030 11 Yes 4 0.00000001 0.00020517 12 Yes 4 0.00000001 0.0001"4333 13 Yes 4 0:00000001 0.00009208 14 Yes 4 0.00000001 0.00000001 I-5 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00012354 17 Yes 4 0.00000001 0.00007787 18 Yes 4 0.00000001 0.00026319 19 Yes 4 0.00000001 0.00018954 20 Yes 4 0.00000001 0.00033215 21 Yes 4 0.00000001 0.00025685 22 Yes 4 0.00000001 0.00027947 23 Yes 4 0.00000001 0.00020554 24 Yes 4 0.00000001 0.00014691 25 Yes 4 0.00000001 0.00009385 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 . 0.00000001 0.00000001 tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 9 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co~location 09.18.2014 15:42:51 08/07/15 Tulsa, OK74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918) 295-0265 Maxi·mum Tower Deflections.~· Service Wind I Section Elevation Horz. Gov. Tilt Twist No. , Deflection Load t in Comb. 0 0 Ll 42-31 0.983 32 0,296 0.108 L2 31-22 0.331 32 0.233 0.060 L3 22-20 0.016 32 0:076 0.015, I . Critical Deflections and Radius of Ct1rvatpre -S:erv1Ce Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. in 0 0 t 38.200 Branches(Top Section) 32 0.745 0.278 0.091 12023 38.000 ( 4) AIR-11 B20A BBP w/ Mount 32 0.732 0.277 0,090 12023 Pipe 36.500 Top Upper Trunk 32 0.641 0.269 0.083 10930 27.900 Branches(Tapered Section) 32 0.185 0,204 0.046 3276 27.000 (2) 800 10735VO 1 w/ Mount Pipe 32 0.149 0.192 0.042 2944 25.500 Bottom Upper Trunk 32 0.096 0,167 0.035 2556 21.000 Transition Pipe 32 0.007 0.039 0.007 2422 l Maximum Towe, D_ef,ections ~ .De~ign Wind. Section Elevation Horz. Gov. Tilt Twist No. Deflection Load t in Comb. 0 0 J:,l 42 ~ 31 3.518 14 1,063 0.396 L2 31-22 1.186 14 0,833 0.219 L3 22-20 0.059 14 0.273 0.053 Critical Deflections and R.adit1s of Curvature -Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. in 0 0 t 38.200 Branches(Top Section) 14 2.665 0.995 0.334 3373 38.000 (4) AIR-11 B20ABBPw/Mount 14 2,621 0.991 0.331 3373 Pipe 36.500 Top Upper Trunk 14 2.293 0.962 0.307 3067 27,900 Brariches(Tapered Section) 14 0,664 0.729 0.171 917 27,000 (2) 800 10735V0 1 w/ Mount Pipe 14 0.534 0.687 0.156 824 25.500 Bottom Upper Trunk 14 0.343 0.599 0.129 714 21.000 Transition Pipe 14 0.024 0.141 0 027 696 t, tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 10 of 11 B+TGroup Project Date 1717 S Boulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T Towers B. Sevier FAX: (918).295-0265 I· Compression Chf!.cl<s Pole Design Pata Section Elevation Size L Lu ](l/r A Pu $Pn Ratio No. P,, ft ft ft in2 K K P,, Ll 42-31 (1) PlOx.365 11.000 0.000 0.0 11.908 -2.421 375.111 0.006 L2 31-22 (2) Pl2x0.375 9.000 0.000 0.0 14.579 -4.285 459.237 0.009 L3 22 -20.(3) Pl0x.5 2.000 0.000 0.0 16.101 -4.702 507.171 0.009 Pole Bending Design Data. Section Elevation Size Mux $Mnx Ratio Muy $Mny Ratio No. Mux Muy ft kip-ft kip-ft pMIIX kip-ft kip-ft pMnv L1 42 -31 (1) Pl0x.365 35.179 103.375 0.340 0.000 103.375 0.000 L2 31-22 (2) P12x0.375 93.791 150.794 0.622 0.000 150.794 0.000 L3 22 -20 (3) PlOx.5 109.308 138.004 0.792 0.000 138.004 0.000 Poie She.clr Design bata Section Elevation Size Actual cj,V,, Ratio Actual cj,T,, Ratio No. Vu Vu T,, Tu ft K K Wn kip-ft kip-ft $Tn L1 42-31 (1) PlOx.365 4.671 187.556 0.025 0.001 156.996 0.000 L2 31-22 (2) P12x0.375 7.756 229.619 0.034 1.048 230.041 0.005 L3 22-20 (3) PlOx.5 7.769 253.585 0.031 1.048 207.021 0.005 Pole Interaction p.esign Pata Section Elewition Ratio Ratio Ratio · Ratio Ratio Comb. Allow. Criteria No. Pu M,,x Muy Vu . T,, Stress Stress ft 1/>P,, cj,Mnx pUv cj,V,, pT,, Ratio Ratio LI 42-31 (1) 0.006 0.340 0.000 0.025 0.000 0.347 1.000 4.8.2 ,/ ,/ L2 31 -22 (2) 0.009 0.622 0.000 0.034 0.005 0.633 1 000 4.8.2 ,/ ,/ L3 22-20 (3) 0.009 0.792 0.000 0.031 0.005 0.803 1.000 4.8.2 ,/ ,/ .. - tnxTower Job Page 96694.002.01 -OMWD OPS CENTER, CA (USID# 92996) 11 of 11 B+TGroup Project Date 1717 SBoulder Ave, Suite 300 Verizon Tower Only Co-location 09.18.2014 15:42:51 08/07/15 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 AT&T towers B. Sevier FAX: (918) 295-0265 Section Cap4;1.city table Sectio~ Elevation Component Size Critical p nPauow % Pass No. ft Type Element K K Capacity Fail Ll 42-31 Pole PlOx.365 1 -2.421 375.111 34.7 Pass L2 31-22 Pole P12x0.375 2 -4,785 459.237 63.3 Pass L3 22-20 Pole Pl0x.5 3 -4.702 507.171 80.3 Pass Summary Pole(L3) 80.3 Pass RATING= 80.3 Pass Program Version6.l.4.l -12/17/2013 I OF 2_J dr-· B+TG:RP 1717 s. Boulder, Suite 300 Tulsa, OK 74119 -r I (918) 587-4630 · -i o.1s· o,o. x Q.so• llilCIC {XH} INNER SUPPORT PIPE MAIN TRUNK PER £t£VATION ;6¥,vk t (C)_''f) (-'3b k,,·,') ( 14: 1,.) ~ 4'5'5. b k >. 'S"I .7 k -JI -.. ot ..L . • A -..-f"" L . : I . ;:::;.. (. ~-. = -S 1/.7 k 11u = r 'l,l k 1!5~-6 k Ax\.J Load: 4.7 l:: " 2~k/p1Ae{+<-... J . A ~~r· 2 -. 4./:; l ~ 2 1:-J fo.,:I., S;Jof' H0 /e 2.. I Pl .J-._ ;::. 1, k '1 = ~ 4--.--=-k~-~i-...... ----+-----+----, Ji5 rt ~ 1r; z ~ (6'7) C¾ ks:) csnJ d1~ "' 4o: ·. k-,,. >_ c!·, i+ t-1.._ -1, ·( 1"' Lt -(p~ Co...,,~e<'IJ~l'1·~ l _J, -I Sl"l-\~lt. _ J .. t..·fl =-i' 7 k I O'S~-'J K0:f~ -R~-+~ }~ -s ,: ! OF 2. c!r·· B+l'G~F l.717 S. 'soulder1 Suite 300 . Tulsa, OK 74119 (918} 587-4630 1 /2" PLATE, '!'IP. Of (?) I . i -I ' 1--- 1 I I _ Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Material I TIA Rev GIAssumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data USID#: 92996 Site Name: OMWD OPS CENTER, CA County: San Diego Pole Manufacturer:! Other Anchor Rod Data Qty: 8 Diam: 2 in Rod-Material: Other Strength (Fu): 75. ksi Yield (Fy): 55 ksi Bolt Circle: 36.5 in Plate Data Diam: 42 in Thick: 2 in Grade: 50 ksi Single-Rod B-eff: 11.90 in Stiffener Data (Welding at both sides) Config: 0 * Weld Type: Fillet Groove Depth: 0.25 <--Disregard Groove Angle: 45 <--Disregard . Fillet H. Weld: 0.25 in Fillet V. Weld: 0.3125 in Width: 5 in Height: 18 in Thick: 0.75 in N9tch: 0.5 in Grade: 36 ksi Weld str.: 70 ksi Pole Data Diam: 30 iri Thick: 0.1875 in Grade: 65 ksi #of Sides: 18 "O" IF Round Fu 80 ksi Reinf. Fillet Weld 0 "O" if None * O = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt Reactions Mu: 6.91 ft-kips Axial, Pu: 16 kios Shear, Vu:_ 22 kips Eta Factor,. r, . . 0,5 TIA G (Fiq. 4-4) j1t No. stiffeners, Criteria: j AISC LRFD /<-Only Applcable to Unstiffened Cases Anchor Rod Results Max Rod (Cu+ Vu/r'J): Allowable Axial, CD*Fu*Anet: Anchor Rod Stress Ratio: Rigid 121.1 kips AISC LRFD 150.0 Kips <p*Tn 80.7% Pass Base Plate Results Base Plate Stress: Flexural Check Rigid Allowable Plate Stress: Base Plate Stress Ratio: n/a Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)"2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)"2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: 19.1 ksi AISC LRFD 45.0 ksi <p*Fy 42.5% Pass Y.L. Length: 20.79 n/a ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5 -Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 8/7/2015 • Moi:iopole Pier USID: 92996 Site Name: OMWD OPS CENTER, CA Monopole D.rllled Pier . Input !"e~rit""e""r\'";;-------.-., TIA Revision: ACI 318 Revision: Seismic Category: ,Forces,' ,compression Shear Moment Swelling' Force }Foundation ,QimE!nSions ' · Pie; Dia meter: Ext. above grade: Depth below grade: Number of Rebar: ' Rebar Size: Tie Size Rebar tensile strength: Concrete Strength: Ultimate Concrete Strain Clear Cover to Ties: 'soil Thickness ha',(er ,(ft) 1 2.5 2 7;5 3 10 Analysis Results Soil Lateral <lapacity ] G 2008 D 16 kips 22 kips 691 k-ft O kips 5 ft 0.5 ft 20 ft 18 8 5 60 ksi 4500 psi 0.003 in/in 4in ,From (ft) 0 2.5 10 Depth to Zero Shear: 5,88 ft Max Moment, Mu: 799.S~ k-ft Soil Safety-Factor: 4.68 Safety Factor Rect'd': 1.33 ,RAllNG: 28:4f~ Soil Axial Capacity Skin Friction (k): 179.53 kips End Bearing.(k): 117.81 kips Comp. Capacity (k), c!>Cn: 297.34 kips comp. (k), cu: 16.00 kips ~: '<---·-5.'I.¾! To (ft) 2.5 10 20 Ultimate Fii~tioh, UpliftS~ir\ 'l:lnit Weight Cohesion Angle ·Fricti9n. · . (PC.fl: ,(psf): · :(deg) (~sf)' 110 0 0 0 110 300 27 110 2500 Date: o·,, ~ ~ ., I\--#5 TieSJZe i"o .~ (18)-#8 ~ b N ., - ,uJtinJaJe ',CJJtiii'i_~t'i,, :c,m1p. Skin• 'Bearing: 'F~ictign .Gapadty, :5piJ:'N' '(~~ji), ,<~sf);. counts_. 0 0 ·o 8 Concrete/Steel Check 799.58 k-ft Mu (from soi! analysis) c!>M.n 1651.21 k-ft 'RATIN§: ~ .... · 48•.4o/J rho provided rho required Rebar Spacing Spacing.required , Dev. Length required Dev. Length provided 6:sci a.so ]I~_:~ 7 8/7/2015 Page1of1 • PROJECT 96694.002,()1 -OMWD OPS Center, CA SUBJECT Seismic Check DATE 08/07/15 PAGE 1 OF 4 ~ Seismic: IBC 2012 Wind: TIA/EIA-222 (See Tower calcsfor version of code) Tower Type (Guyed, SST, .MP): · Tower Height: Wind Base Shear Wind Moment Maximum Tower Weight (including appurtenances & ice): Site Class Seismic category Spectral Response Acceleration for Short Period (Ss) Spectral Response Acceleration at 1.0 Second Period (S1) Importance Factor (Ie) Monopole Self-Support D~oP = 10.00 in DIAsOT = 30.00 in Tmp= 0.365 in TaoT = 0.188 in Base, O 1 2 3 4 e1 0 1100 100 400 400 MP B+TGroup 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 42.0 ft 22.0 kips 691 k-ft (From tnxTower Output) (From tnxTower Output) 16.0 D II 1.050 0.405 1.00 kips Table 1615.1.1 (IBC) Table 1604.5/1622.2.5(2) (IBC) Figure 1615(1) (IBC) Figure 1615(2) (IBC) Table 1604.5 (IBC) Guyed Number of Sections = 4 evat,on at op lb 0 ft lb 20 ft lb 22 ft lb 31 ft lb 42 ft • i., PROJECT 96694.002.01 SLIBJECT (BU #817998) Seismic Check DATE 08/07/15 I PAGE Seismic Design Usina: ASCE 7-10 Ss = 1.05 51 = 0.41 Site Class = D Fa= 1.08 Fv = 0.395 SITE COEFFICIENT, Fa Site Class. 0.25 A 0.8 B 1.0 C 1.2 D 1.6 E 2.5 F Usina ASCE 7-10 Table 15.4.-2 Telecommunication Towers: 0.5 0.75 1 0.8 0.8 . 0.8 1.0 1.0 1.0 1.2 1.1 1.0 1.4 1.2 1.1 1.7 1.2 0.9 See Section 11.4.7 R = 1.50 Qo = 1.50 Cd= 1.50 Approximate Fundamental Period ASCE 12.8.2.1 Ta = Ct (h_n)"x == 0.330 SEC ASCE 12.8.2 T= Cura = 0.528 SEC Ct= 0.02 h_n = 42.00 FT X = 0.75 Cu= 1.6 Approximated Period calculation is used per ASCE. calculate Seismic Response coefficient · Cs s 0.044*S_ds*Ie S 0.033 Cs= S ds (R/I) = 0.504 Cs 2: 0.010 Css Sd1 ----------(TR/ I) s 0.135 If s1 ?: 0.6 then, Cs= t greater S_ds = 0.756 R= 1.50 I= 1.00 B+TGroup 1717 S. Boulder, Suite 300 Tulsa, OK 74119 2 OF 4 B+T GRP (918) 587-4630 SMs = 1.134 SMl = 0.160 SDs = 0.756 So1 = 0.107 SITE COEFFICTENT, Fv 1.25 Site Class 0.1 0.2 0:3 0.4 0.5 0.8 A 0.8 0.8 0.8 0.8 0.8 1.0 B 1.0 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 1.0 D 2.4 2.0 1.8 1.6 1.5 0.9 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 SEISM.IC DESIGN CATEGORY BASED ON Sds Occuoancv Cate orv Value ofSds I or II U! Sds < 0.167 A A 0.167 < Sds < 0.33 B B 0.33 < Sds < a.so C C 0 .. 50 < Sds D D SEISMIC DESIGN CATEGORY BASED ON Sdl Occuoancv Cate orv Value df"Sdl I or II III Sdl < 0.067 A A 0.067 < Sdl < 0.133 B B 0.133 < Sdl < 0.20 C C 0.20 < Sdl D D Seismic Design Category = D COEFFICIENT FOR UPPER LIMIT ON CALCULATED PERIOD ASCE 7-10 15.4-1 Value of Sdl Coefficient Cu >= 0.4 1.4 0.3 1.4 ASCE 7-10 12.8-2 0.2 1.5 0.15 1.6 <= 0.1 1.7 ASCE 7-10 12.8-3 -0 Cs= 0.135 N A C D D N A C D D ' - PROJECT 96694.002.01 -OMWD OPS Center, CA SUBJECT Seismic Check DA~ 08/07/15 I PAGE 3 OF Equivalent Modal Analysis Procedure: Sa, Wz I R f1 = 0.8456 SA= 0.1067 Sos= 0.7560 a = 1.89 (z/h)2 4 B+T GRP B+TGroup 1717S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 s., = b = 26.4 (z/h)5 -44.5 (z/h)4 + 27.0 (z/h)3 -8.14 (z/h)2 + 1.22 (z/h) c = 4.48 (z/h)5 -7.16 (z/h)4 + 6.41 (z/h)3 -3.23 (z/h)2 + 0.64 (z/h) R= 1.50 I= 1.00 Fundamental Frequency: TIA-222-G Sec 2.7.11 Monopole Self Support f= _1_ .... / 21t V 3Eiav9 g L3 (Wu + 0.236 WL) f= 0.84564 T= 1.2 sec E= 29000 ksi Iavg = 1042 in4 g= 386 in/s2 L= 504 in Wu·= 8.2 k Wt= 14.5 k W1= 6.3 k Cs= 0.135 V= 1.8 K Qo= 1.50 k= 1.72 I Load Comparison Load Type wind Seismic Control. Ratio. Shear 22 .. 0 1.96 Wind 11.20 Moment 691.0 60.4 Wind 11.44 Since Wind controls by a factor greater than the 00 for this tower, all component overstrength design requirements are met under the wind analysis and design. GuvedTower • PROJECT 96694,002.01 -OMWD OPS Center, CA SUBJECT Seismic Check DATE 08/07/15 I PAGI;: 4 OF 4 Seismic Weight Table Equipment Tower Height Feed lines Load Weight TotarWeight: w 0 ft 30 lbs Dibs 1381bs 1681bs 5 ft 61 lbs Dibs 2751bs 3361bs 10 ft 61 lbs 0lbs 2751bs 3361bs 15 ft 61 lbs 741bs 2751bs 4101bs 20 ft 301bs 892 lbs 5101bs 14321bs 25ft Dibs 28881bs 2221bs 3111 lbs 30 ft Dibs 27191bs 2101bs 29291bs 35 ft Dibs 2105 lps 182 lbs 22861bs 40 ft 0lbs 32391bs 1641bs 34021bs 45ft 0lbs 134 lbs Dibs 1341bs 50 ft 0lbs 0lbs Dibs Olbs 55 ft 0lbs 0lbs 0lbs Olbs 60 ft 0lbs 0lbs Dibs Olbs 65ft Dibs Dibs 0lbs Olbs 70 ft 0lbs Dibs 0lbs Olbs 75 ft Dibs Dibs Dibs Olbs 80 ft 0lbs 0lbs Dibs Olbs 85 ft Dibs Dibs 0lbs Olbs 90 ft Dibs Dibs Dibs Olbs 95 ft Dibs 0lbs 0lbs Olbs 100 ft 0lbs Dibs 0lbs Dibs 105 ft 0lbs 0lbs 0lbs Dibs 110 ft Dibs Dibs Dibs Dibs 115 ft Dibs 0lbs Dibs O·lbs 120 ft 0lbs 0lbs Dibs Dibs 125 ft 0lbs Dibs 0lbs Dibs 130 ft 0lbs Dibs Dibs Olbs 135 ft Dibs 0 lbs · dibs Dibs 140 ft 0lbs Dibs Dibs Dibs 145 ft Dibs Dibs Dibs 0 lbs 150 ft . Dibs 0lbs 0lbs Olbs 155 ft Dibs 0lbs Olbs Olbs 1so·ft Dibs 0lbs Dibs Olbs 165 ft 0lbs Dibs 0lbs Olbs 170ft 0lbs Dibs 0lbs Dibs 175 ft Dibs 0lbs Dibs Olbs 180 ft 0lbs 0lbs Dibs Dibs 185 ft 0lbs 0lbs Dibs Olbs 190 ft Dibs 0lbs 0lbs Olbs 195 ft 0lbs Dibs Dibs Dibs 200 ft 0lbs 0lbs 0lbs Olbs 2D5ft Dibs 0lbs 0lb!! Olbs 210 ft Olbs 0lbs Dibs Dibs 215 ft 0lbs Dibs 0lbs Dibs 220 ft 0lbs 0lbs Dibs Olbs -225ft 0lbs 0lbs Dibs Olbs 230 ft Olbs Dibs 0lbs Olbs 235 ft 0lbs Dibs Dibs Dibs 240 ft 0lbs Dibs 0lbs Dibs 245 ft Dibs Dibs 0lbs D.lbs 250ft 0lbs Dibs 0lbs Olbs 145441bs B+T GRP B+TGroup 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 Vertical Distribution of Seismic Forces k WhAk Cvx Cs Fx Mx 1.7215 D D 0.135 D D 1.7215 5358.64975 0.0010279 0.135 0.0018502 0.00925 1.7215 17671.3996 0.0033896 0.135 0.0061013 0.06101 1.7215 43388.4591 0.0083225 0.135 0.0149805 0.22471 1.7215 248733.461 0.0477106 0.135 0.0858791 1.71758 1.7215 793189.659 0.152145 0.135 0.2738609 6.84652 1.7215 1022378.92 0.1961067 0.135 0.3529921 10.5898 1.7215 1040498.38 0.1995823 0.135 0.3592481 12.5737 1.7215 1948466.64 0.3737434 0.135 0.6727381 26.9095 1.7215 93695.3962 0.0179721 0.135 0.0323498 1.45574 1.7215 0 0 0.135 0 D 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 .0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 D 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.72'15 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 D 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 1.7215 0 0 0.135 0 0 5213381 1 0.135 1.80 60.3878 \ 0 -D 6 INDIGO • TORO INTERNATIONAL GEOTECHNICAL INVESTIGATION for VERIZON EQUIPMENT ENCLOSURE OLIVENHAIN MUNICIPAL 1966 OLIVENHAIN ROAD CARLSBAD, CALIFORNIA Prepared For: BOOTH & SUAREZ P. 0. BOX 4651 CARLSBAD, CA 92018 Prepared By: TORO INTERNATIONAL 6INDIGO IRVINE, CA 92618 (949) 559.-1582 February 16, 2015 GEOTECHNICALENGINEERING IRVINE, CA 92618 • TEL. (949) 559-1582 Ct5l ~9~, s ,(. ' 0 -D TORO INTERNATIONAL February 16, 2015 Booth & Suarez P. 0. Box 4651 Carlsbad, California 92018 Attention: Mr. Robert Suarez GEOTECHNICALENGINEERING TI Project No. 13-109.49 Subject: Geotechnical Investigation for Proposed Verizon Wireless Equipment Enclosure, Olivenhain Municipal Site, 1966 Olivenhain Road, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed Verizon Wireless Equipment Enclosure, Olivenhain Municipal Site, located at 1966 Olivenhain Road, Carlsbad, California. This report presents our findings, conclusions and recommendations for construction of the proposed Verizon Wireless Equipment Enclosure. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed Verizon Equipment Enclosure provided our geotechnical recommendations presented in this report are implemented. If you have any questions, please let us know. We appreciate this opportunity to be of service. Sincerely, TORO INTERNATIONAL . Hantoro Walujono, GE 2164 _Principal 6 INDIGO • IRVINE, CA 92618 • TEL. (949) 559-1582 • FAX. (949) 559-1583 TABLE OF CONTENTS 1.0 IN"TRODUCTION ............................................................................................................... 1 1.1 General ........................................................ ; ................................................................ l 1.2 Proposed Development ............................................................................................ 1 1.3 Site Description ........................................................................................................ ! 1.4 Scope of Work .......................................................................................................... 3 2.0 FIELD EXPLORATION AND LABORATORY TESTIN"G ............................................. .4 2.1 Field Exploration ..................................................................................................... 4 2.2 Laboratory Testing ................................................................................................... 4 3.0 SITE CONDITIONS ............................................................................................................ 6 3.1 Geology .................................................................................................................... 6 3.2. Groundwater ............................................................................................................ 6 3.3 General Subsurface Conditions ........................ , ....................................................... 6 4.0 SEISMICITY ....................................................................................................................... 7 4.1 General ..................................................................................................................... 7 4.2 Ground Motion ........................................................................................................ 7 4.3 Seismic Design .............................. : ................... , ...................................................... 8 4.4 Liquefaction Potential .............................................................................................. 8 5.0 CONCLUSIONS AND RECOMMENDATIONS .............................................................. 9 5 .1 General ..................................................................................................................... 9 5.2 Overexcavations/R_emovals ........................... , .......................................................... 9 5.3 Grading and Earthwork ........... , ................................................................................. 9 5 .4 Foundation Design Parameters .............................................................................. 10 5 .5 Cement Type .......................................................................................................... 14 5 .6 Geotechnical Observation and Testing .................................................................. 14 6.0 LIMITATIONS .................................................................................................................. 15 7.0 REFERENCES ................................................................................................................... 16 0 -TORO D INTERNATIONAL i C ' ' ' Section List of Figures Figure 1. Figure 2. Figure 3. Figure 4. List of Tables Table 1. TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Site Location Map .................. _ .................................................................................. 2 Boring Location Map ............................................................................................... 5 Retaining Wall Backdrain Detail-Composite Drain Alternative ........................... 12 Retaining Wall Backdrain Detail-Crushed Rock Alternative ................................ 13 Summary of Fault Paramet~rs .................................................................................. 7 APPENDICES Appendix A -Field Exploration Appendix B -Laboratory Test Results Appendix C -Standard Guidelines for Grading Projects 0 -TORO D INTERNATIONAL 1.0 INTRODUCTION 1.1 General Olivenhain Municipal Februazy 16, 2015 Page: I This report presents the results of geotechnical investigation performed by Toro International (TI) for proposed Verizon Wireless Equipment Enclosure at O livenhain Municipal Site, located at 1966 Olivenhain Road, Carlsbad, California. A Site Location Map is presented in Figure 1 showing the approximate location of the project site. The purpose of the geotechnical investigation is to provide geotechnical recommendations for construction of the Verizon Equipment Enclosure and its associated site preparation. Our geotechnical investigation was conducted based on plans issued for 100% Zoning Drawing Revision 1 (Sheets T-1, A-0 through A-4, C-1 and C-2) prepared by Booth & Suarez and dated January 14, 2014. 1.2 Proposed Development Our understanding of the proposed construction is based on the above-mentioned plans. The area of equipment enclosure will be about 560 square-feet. The proposed slab-on-grade will be reinforced and stiffened at its edges. The thickness of the slab will be about 6 inches and the depth of the footing will be 12 inches. The estimated load from the equipment will be about 40 kips. Retaining walls up to about 4 feet high will be constructed to accommodate the grade differences. 1.3 Site Description The proposed site for the Verizon facility will be located within the O Iivenhain Municipal Water District office, located at 1966 Olivenhain Road, Carlsbad, California. The proposed site will be situated within a landscape area, on the west of the parking lots of the property. The proposed site is bounded to the south and west by descending slopes of about 15 to 20 feet with maximum gradient of about 2: 1, to the east by an existing cell site, which in tum is bounded by the parking lots and to the north by the portion of the landscape area, which in tum is bounded by Olivenhain Road. The proposed site is a relatively flat area and the overall site is a hilly area. 0 -TORO D INTERNATIONAL ' \ ''W '1000 117°15'00"' w .5 J IOl) 2fro -1m K=ERS t 1000 11\Jr/M'J ~ 121/:,0 06 06 10 TORO INTERNATIONAL Geotec/111ica/ E11gi11eeri11g SITE LOCATION MAP OLIVENHAIN MUNICIPAL PROJECT NO. 13-109.49 FIGURE 1 Page: 2 1.4 Scope of Work The scope of work for this geotechnical investigation consisted of the following: • Review of published reports and geologic maps pertinent to the site Olivenhain Municipal February 16, 2015 Page:3 • Field exploration, consisting of drilling and logging one boring to a maximum depth of 31.5 feet • Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics of the representative soils • Evaluation of the general site geology which could affect the proposed development • Evaluation of ground shaking potential resulting from seismic events occurring on significant fauJts in the area • Engineering analyses of the collected data to develop geotechnical recommendations for foundation design of the equipment enclosure, retaining walls, seismic analyses and site preparation for the proposed concrete s1ab-on-grade • Preparation of this report presenting our findings, conclusions, and recommendations. 0 -TORO D INTERNATIONAL ' ' 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration Olivenhain Municipal February 16, 2015 Page:4 The subsurface conditions were explored by drilling one boring. The maximum depth of the boring is about 31.5 feet below the existing ground surface. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Details of the field exploration, including the logs of the boring, are presented in Appendix A. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in-situ density, direct shear and sieve analyses. Moisture content .and in-situ density test results are shown in the Borings Log in Appendix A. The remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are also included in Appendix B. -TORO D INTERNATIONAL IIP Iii ;di §" ~a~t bi I ;; l~ll ~t=1 i § ~ i~ i 1. ~ t ~! Iii J ii, ~· 1 ! ill; I! l LEGEND • B-1: Approximate Location of Boring No. B-1 s~ 1;1 1!1 to 1!i b ,~ i ;! Jt !! Ii ii ~ ! Ii! z :5 a. Wt 1-i ens TORO INTERNATIONAL Geoteclmical E11 i11eeri11 BORING LOCATION MAP OLIVENHAIN MUNICIPAL PROJECT NO. 13-109.49 FIGURE 1 Page: 5 3.0 SITE CONDITIONS 3.1 Geology Olivenhain Municipal February 16, 2015 Page:6 The subject site is located approximately 134 feet above mean sea level. The site is located within the Eocene Marine (Rogers, 1992). The marine materials are Tertiary in age and the thickness is probably more than several hundred feet. The marine materials consist primarily of a mixture of sand, silt and clay. 3.2 Groundwater Groundwater was not encountered during our field exploration. The maximum depth of the borehole is 31.5 feet below the ground surface. 3.3 General Subsurface Conditions In general, the site for the proposed development is underlain by sandy silt and silty clay. The sandy silt and silty clay materials are classified as ML and CL, respectively according to the Unified Soil Classification System (USCS). The moisture content for the fine-grained soils ranges from 12.2 to 22.3 percent with an average of about 18. 8 percent. The predominant consistency of the encountered si.,lbsurface soils is hard to very hard. The average equivalent Standard Penetration Test (SPT) blow-counts of the subsurface materials is over than 70 blows-per-foot (bp:t). 0 -·TORO D INTERNATIONAL r 4.0 SEISMICITY 4.1 General Olivenhain Municipal February 16, 2015 Page:? Seismicity is a genen11 term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and systems of faults. The subject site is in seismically active Southern California. 4.2 Ground Motion California Building Code (CBC). The most widely used technique for earthquake-resistant design applied to low-rise structures is the California Building Code (CBC). The basic formulas used in the CBC require determination of the site class, which represents the site soil properties at the site of interest. The nearest active fault is the Rose Canyon Fault, which is approximately 9.0 km away (Blake, T. F., 1998). This fault and other nearest 7 faults; which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table 1. TABLE 1. ;SUMMARY OF FAULT PARAMETERS Fault Name Rose Canyon Newport-Inglewood (Offshore) Coronado Bank Elsinore-Julian Elsinore-Temecula Earthquake Valley Elsinore-Glen Ivv Palos Verdes Approximate Distance (km) 9.0 19.5 32.9 40.7 40.8 63.4 64.7 68.6 0 -TORO Source Type (A,B,C) B B B A B B B B D INTERNATIONAL Maximum Magnitude (Mw) 6.9 6.9 7.4 7.1 6.8 6.5 6.8 7.1 Slip Rate Fault Type (mm/yr) (SS,DS,BT) 1.50 ss 1.50 ss 3.00 ss 5.00 ss 5.00 ss 2.00 ss 5.00 ss 3.00 ss r 4.3 Seismic Design The 2013 CBC seismic zone for use in the seismic design formµla is Site Class D. 4.4 Liquefaction Potential Olivenhain Municipal February 16, 2015 Page: 8 The subsurface soil below the subsurface soil materials consists predominantly of hard to very hard sandy silt to silty clay. Groundwater was not encc;,untered during our drilling and the maximum depth of the boring is 31.5 feet below the existing ground surface. Therefore, based on the above- mentioned information, the subsurface soil at the subject site is not likely to liquefy during an earthquake. 0 -TORO D INTERNATIONAL 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Olivenhain Municipal February 16, 2015 Page:9 Based on the results of our geotechnical investigation, it is our opinion from a geotechnical . viewpoint that the subject site is suitable for development of the proposed equipment enclosure provided our geotechnical recommendations presented in this report are implemented. The remainder of this report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 Overexcavations/Removals The upper l 8·to 24 inches of subsurface soils may contain organic. Therefore, we recommend that all deleterious materials are discarded off site and the upper 24 inches of the subsurface materials be removed and replaced with compacted fills. Onsite soils may be reused. The extent of the removal should be within the proposed concrete slab footprint and 3 feet beyond it, wherever is possible. The · removal bottom and compacted fill should be prepared in accordance with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with the attached Standard Guidelines for Grading Projects (Appendix C), Appendix J of CBC, and requirements of the regulatory agency. All special site preparation recommendations· presented in the following paragraphs will supersede those in the attached Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of fill, the existing ground should be scarified to a depth of 6 inches, and recompacted. Prior to pouring concrete, the sub grade soil for the concrete slab area should be wetted to a slightly higher than the optimum moisture to a depth of 6 inches from the surface. 0 -TORO D INJERNATJONAL Olivenhain Municipal February 16, 2015 Page: 10 accomplished at slightly over optimum moisture conditions. The minimum relative compaetion recomniended for fill is 90 percent relative compaction based on maximum dry density performed in accordance withASTMD-1557. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on-site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as fill and as finished grade soils. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 3 inches in maximum dimension. Site Drainage. Foundation and slab performance depends greatly on how well runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted. Existing soils may be utilized for trench backfill provided they are free of organic materials and rocks over 3 inches in dimension. The backfill should be uniformly compacted to at least 90% relative compaction based on maximum density performed in accordance with ASTM D-1557. 5.4 Foundation Design Parameters Equipment Enclosure. The design allowable bearing capacity for the shallow foundation is 1,500 psfprovided the minimum footing depth and width is 12 inches as well as the minimum distance from the edge of the footing to the face of the nearby descending slope is 15 feet. The design lateral equivalent fluid pressure is 300 pcf and the design coefficient of friction is 0.25. However, a 50 percent reduction of either the coefficient of friction or passive pressure should be taken if both passive pressures and coefficient of friction are combined for laterah:esistance. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loading. 0 . -TORO D INTERNATIONAL Olivenhain Municipal February 16, 2015 Page: 11 Retaining Walls. The lateral active equivalent fluid pressures acted on the proposed retaining wall with a level backfills are 43 pcf. The lateral passive equivalent fluid pressures of the on-site soils may be taken as 300 pcf provided a minimum distanc_e of 15 feet is implemented between the edge of the footing and the face of the closest descending slope. The coefficient of friction of the concrete footing with the on-site soils is 0.25. If both the lateral earth passive resistance and the coefficient of friction are used, the lesser of the two should be reduced by one-third. For a short term condition such as for wind or seismic forces, the coefficient of friction can be increased by one-third. The unit weight of the on-site soils may be taken as 120 pcf. An allowable bearing capacity of 2,500 psf may used to design the footing of the retaining walls provided a minimum distance of 15 feet is maintained between the edge of the footing and the face of the closest descending slope. Back drain should be provided along the wall in order to prevent build-up of hydrostatic pressure due to infiltration of future irrigation and/or rain water. Typical retaining wall backdrain details are shown in Figures 3 and 4. , Backfill should be compacted to achieve a minimum 90-percent relative compaction based on maximum dry density performed in accordance with ASTM D-1557 and the moisture content should be at slightly over the optimum. Backfill should be benched against the existing slope. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Precautions should be taken to ensure that heavy compaction equipment is not used immediately adjacent to the walls. Otherwise, the additional static and dynamic loading may cause the walls to be overstressed and displaced. If imported materials is used for backfilling, it should be non-expansive or of low expansivity. Otherwise, additional pressures due to the expansive soils should be evaluated and incorporated into the lateral earth pressures. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 6 inches in maximum dimension. Temporary excavation should be sloped back adequately to protect workers and protect against sloughing. Based on our laboratory testing result and engineering analyses, the maximum gradient for the temporary cut is 1.5: 1 (horizorttal:vertical) for onsite materials. Otherwise, temporary cut on the onsite materials should be shored. Shoring c;lesign should conform to the Caltrans Trenching and Shoring Manual (1990). 0 -TORO 0 INTERNATIONAL . RETAINING WALL '\SLOPE 2"' AWAY FROM WALL FABRIC FLAP MlRAFl G100N OR EQl,JlVALENT \?-i··, ; .. ... ~ ... : .. 2 feet · .. _. . : Jr .. ·=- .... -~. . . --~·: .•.. ... , .... :,;•. . . ... . . . :.; ~,· IN-PLACE SOIL OR BEDROCK H FABRIC FLAP AROUND \_MINIMUM 4• DIA. PERFORATED PIPE COMPACTED SOIL IN-PLACE SOIL OR WEEP HOLE8 BcOAOCK (MIHIMUU 1 1 /2 INCH DIA. OH a FOOT CENTERS) I MPERMEABLE CLAY FH.L CAIi· (·ALTERNATIVELY USE-GUNITE BROW DITCH) II. TOP OF WALL DETAIL FOR SLOPING BACKFILL DETAIL OF WEEP HOLES (MAY SE USED INSTEAD OF DRAIN PIPE IF SEEPAGE OUT OF WEEPHOLE IS: ACCE.PTABLE • SUBORAIH SHOULD HAVE A FALL OF. AT LEAST 1.ei ... e DRAINAGE MAT SHOULD BE GLU-ED OR HA·ILEC TO WALL. AND SPLICED IN ACCORDANCE WITH THE MAHUFACTURER•s RECOl.4MENOATION8. • FABRIC SIOE OF DRAIN BOARD SHOULD BE PLACED AWAY FROM WALL • • sua-oRAIN SHOULD HAVE WEEP HOl,.EB. A FREE Q.RAVITY OUTFALL. OR A SUMP AHO, PUMP. •·INSTALLATION OF THE DRAIN SHOULD BE OBSERVEO SY THE S0-ILS ENGINEER. • PLACE PIPE (IF USED) WITH PERFORATIONS FACING DOWNWARD. TORO INTERNATIONAL Geoteclmical En ineeri11 Retaining Wall Backdrain Detail COMPOSITE DRAIN ALTERNATIVE PROJECTN0.13-109.49 FIGURE 3 Page: 12 RETAINING WALL FILTER FABRIC MIRAFI 140N OR EQUIV,t,.LEHT 3/4 • CRUSHED AGGREGATE COMPACTED SOIL IN-PLACE SOIL OR BE0R09K MPERMEABLE CLAY FILL CAP (ALTERNATIVELY u~e GUHlTE·BROW DITCH) TOP OF WALL DETAIL FOR SLOPING. BACKFILL JH-PLAC·E SOIL OR BEDROCK H \_MINIMUU 4• DIA. PERFO R.ATEO PIPE WEEP HOLES• (MINIMUM 1 1 / 2 INCH DIA. ON 8 FOOT CENTER8) DETAIL OF WEEP HOLES (MAY BE USED INSTEAD OF DRAIN PIPE IF SEE?AG.E OUT OF WEEPHOLE IS ·ACCEPTABLE e SUBDRAIH SHOULD HAVE A FALL OF AT LEA_~T 1.~~- e SUBDRAIH SHOULD HAVE WEEP HOLES, 1,-. FR'EE GRAVITY OUTFALL OR A SUMP AHO PUMP. e INSTALLATION OF THE DRAIN SHOULD BE OS.SERVED BY THE SOILS ENGINEER. e PLACE PIPE {IF USED) WITH PERFORATIONS .FACING DOWNWARD. TORO INTERNATIONAL Geoteclznical En ineerin Retaining Wall Backdrain Detail CRUSHED ROCK ALTERNATIVE Page: 13 PROJECTN0.13-109.49 FIGURE 4 5.5 Cement Type Olivenhain Municipal Februazy 16, 2015 Page: 14 Based on the type of soils, Type V cement and water-cement ratio of 0.45 or less may be used for concrete in contact with the on-site soils. 5.6 Geotechnical Observation and Testing It is recommended that geotechnical observations and testing be performed by a representative of Toro International at the following stages: • During all grading operations, including fill placement and soil removals • Upon completion of bottom of excavation for footings and slab .but prior to pouring concrete • During placement of backdrain • During backfilling of retaining walls • During backfilling of utility trenches • When any unusual conditions are encountered The geotechnical engineering firm providing geotechnical observation/testing shall assume the responsibility of Geotechnical Engineer of Record. 0 -TORO D INTERNATIONAL 6.0 LIMITA,TIONS Olivenhain Municipal February 16, 2015 Page: 15 This report is intended for the use of Booth & Suarez and its client Verizon Wireless for the proposed Verizon Equipment Enclosure at OlivenhainMunicipal Site, located at 1966 Olivenhain Road, Carlsbad, California. This report is based on the project as described and the information obtained from the boring and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the boring location. The results reflect an interpretation of the direct evidence obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review ( observations and tests) will be provided during construction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The soil samples collected during this investigation are believed representative of the areas sampled. _However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. If this occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design elemertt(s) and locations(s) which is (are) the subject of this report. They have no applicability to any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of Toro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the contractor, or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the Final Construction Drawings and Specifications. Services performed by Toro International have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended. 0 -TORO D INTERNATIONAL 7.0 REFERENCES Olivenhain Municipal February 16, 2015 Page: 16 1. Blake, T. F., 1989,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources", January 1998 2. California Building Code (CBC), 2013 3. Rogers, Thomas H., 1992, Geologic Map of California; Santa.Ana Sheet; Scale 1:250,000. 0 . -TORO D INTERNATIONAL APPENDIX A -Field Exploration Subsurface conditions were explored by drilling one boring to a .maximum depth of approximately 31.5 feet below the existing grade. The drilled borehole was advanced by a truck-mounted, 8-inch- diameter hollow-stem auger drilling rig. The drilled borehole was located in the field by tape measurements from known landmarks. Its location as shown is therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the boring, classified the soil encountered, and obtained soil samples for laboratory testing. Reiatively undisturbed soil samples were obtained by means of driving a 2.5-inch diameter sampler having a hammer weight and drop of 140 pounds and 30 inches, respectively. Standard Penetration Tests (SPT) tests were also carried out at alternating intervals with the drive sampler. The sampling/SPT interval is about 5 feet Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory. The Boring Logs show the type of sampler, weight and drop of the hammer, number of hammer blows and soil stratigraphy. The soils were classified based on visual observations during the field investigation and results of the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil Classification System. Note: The actual subsurface conditions at the exact location may be different from the subsurface conditions shown in the Boring Logs. The purpose of performing the borehole is for evaluating the subsurface materials in order to develop geotechnical parameters for the proposed development. In addition, the type of drill rig, the diameter of the borehole, etc. employed during geotechnical exploration are different from the one used during actual construction. Therefore, for the purposes of drilling for the proposed caisson, contractor should evaluate the site conditions independently and make their own judgment as far as for determining the amount of time to drill, how to drill, type of equipment needed including but not limited to drill rig and type of drill bit, employing groundwater dewatering, usage of casing, mud drilling, etc. and not rely on the information shown in the Boring Logs. Site Name Project Number · Equipment verage Drop . Hole Diameter ~ ¢: _g ,s· bl) 0 t 1 0.. ....i ., A 5 10 15 20 25 30 104 ., ~ 0. § -a Cl) ., § ·E= Cl) A TORO INTERNATIONAL GEOTECHNICAL ENGINEERING Olivenhain Municipal 13-109.49 Site Address Carrier 1966 Olivenhain Road, Carlsbad, CA Verizon Hollow Stem Flight Auger 30 inches Drive Weight Elevation (ft) 140 lbs 134 (Assumed) 8 inches En ineer/Geolo ist HW ...., Q ~ 1 0.. jf Cl) c:· cj GEOTECHNICAL DESCRIPTION ., .Q A ·S Cl) c :::i i:ct A :::8 EOCENE MARINE (?) 60 96.1 12.2 ML .@ 5': Mottled yellowish brown with light gray fine sandy silt, damp, hard >70 104.6 20.8 CL. @ 10': Gray with oxidation silty clay, damp to moist, very hard 32 22.3 ML @ 15':. Gray clayey silt, damp to moist, hard 16.7 CL @20': Gray silty·clay, damp to moist, very hard >70 21.2 CL @25': Gray with slightly oxidation silty clay, dampt ot moist, very hard @ 30'; same as before >70 19.6 CL ·otal Depth: 31.5 feet; Groundwate_r was not Encountered BORING NO. 8-1 Sheet 1 of 1 APPENDIX B -LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dey Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry Density was determined for relatively undisturbed ring samples only. The test procedure is in accordance with ASTM 2216-90. The results of moisture content and dry density are presented in the Boring Logs. Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in FigureB-1. Direct Shear Direct shear strength tests were performed on a representative sample of the on-:-site materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the sample to absorb moisture while preventing volume change. The rate of strain during the direct shear testing was 0.05 in/min. The test results are presented in Figure B-2 for the peak and relaxed conditions. I 100 90 80 70 -r--.~ .c O> 60 ~ \ >, .c O> 50 C 'iii Ill ns C. -C 40 QI u ... QI C. 30 20 10 0 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters BotingNo. Sample No. Sample Depth Percent Passing (ft) No. 200 Sieve Soil Type B-1 S-1 15 48.6 ML TORO INTERNATIONAL GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name: Olivenhain Municipal Project No.: 13-109.49 Finure· B-1 - 5000 4000 i:;:-,e 3000 u, u, w 0::: /: I-u, 0::: c( w 2000 ~--.. :::c V u, / ., - 1000 V ~- 0 0 1000 2000 3000 4000 5000 NORMAL STRESS (psf} I • Peak I • Relaxed Boring No. Sample Depth Friction Angle Cohesion Condition (ft) (degrees) (psf) B-1 10 28 300 Peak 27 300 Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST ASTM D3080 Project Nam~: Olivenhain Municipal Project No.: 13-109.49 Fioure: B- SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Project Contact MYRNA ALLENDE Business Contact MYRNA ALLENDE City IRVINE Applicant E-mail OFFICE USE ONLY RECORD ID#~ H ZD!~ -ffi) P F(J • (302,,? ;f t!J PLAN CHECK;: ,2'.tl VJ!~ -ff. HM ~p ..-t)t) 3&~ I /Jb£;1::;80@ BP DATE _ , Telephone# 949 286-7442 X Zip Code State Zip Code 92618 Telephone# 949 286-7442 X The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: {not required for projects within the City of San Diego): lnclicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If ~y ~! th: it~~s are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. o/~ ~ / /. '.Jafft/llW Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2 . .Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible liquids 7. Pyrophorics 11. Highly Toxic-or Toxic Materials 15. None ofThese. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives · . ] D / l ,(' r~ s'.e: f PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVIS! {HMO): If the answer to any of the questions is yes, .applicant must contact the County of San Diego Hazardous Materials Divisi~,.a5QQ,Qvepland•Avent1e;-:Sriite-11-0;'"7. iego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. , FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: . ; D CalARP Exempt YES NO (for new const ction or remodeffng projects) ----'---- 1. 181 · D Is your business listed on the reverse side of this form? (check all that appl~)-Date Initials 2. D 181 Will your business dispose of Hazardous Substances or Medical Waste in ny amount?J AN 2 7 2016 3. D D Will your business store or handle Hazardous Substances in quantities gre ter than or equal to 55 gallons, 500 D CalARP Required 4. 5. 6. 7. 8. D D D D [] pounds and/or 200 cubic feet? ----'----181 Will your business store or handle carcinogens/reproductive toxins in any q antity? ~-1= ~ --: ·' • .. , " ~ · • ~pc; Date Initials 181 Will your business use an existing or install an underground storage tank? · C H '-'--" • -·c·-1 -.-.;,, M • ( 181 Will your business store or handle Regulated Substances (CalARP)? · AS _..... 1 l-:-"'' •, " D CalARP Complete 181 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 0)? ___ ..._/ ___ _ 181 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to Date Initials or greater than 1,320 gallons? (California'.s Aboveground Petroleum Storage Act). PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT {APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. For more comprehensive requirements, ,please contact APCD at apcdcomp@sdcounty,ca.gov; (858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131. - YES NO 1. D 181 2. D 181 3. 'D D 4. D D Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? If yes, contact APCQ prior to issuance of a building or demolition permit. A notification may be required at least 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed? (ANSWER ONLY IF QUESTIQN 1 or 2 IS YES) Based on the survey results, will the.project disturb any asbestos containing material? If yes, contact APCD prior to the issuance of a building or demolition permit. A notification may be required at least 10 working days prior to 5. D commencing asbestos removal. 181 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or the APCD factsheet (www.sdapcd.org/info/facts/permits.pdfl for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. · 6. D D (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda ? Briefly describe business activlties: W~reless Telecommµnications Facility Briefly describe proposed project: I,' Wireles~ Telecom Facility { IJ.. I declar I 1;}71/~ Date FOR OFFICAL USE ONLY: FIRE: DEPAR:fMENT OCCUPANCY CLASSIFICATION: _____________________________ _ BY· . -DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED REJ.E'80~R~ A-"--:-,.,,R~RMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD /..._,,(,,.-.. COUNTY-HMO<,;~ APCD COUNTY-HMO APCD f:$ R1:.v1cn ... -'~"\ o~o 0 SI ATll!J;k ~_f/tJ. / 1-H\flO · * A stamp in this box only exempts bui;inesses from completing ornpdating--a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM~9171 {08/15) County of San Diego -DEH -Hazardous Materials Division j ELECTRIC UNDERGROUND METER & SERVICE LOCATION Customer Copy Notification #: 300000030291 Job#: 530000015389 j TB: 1108-C5 Wanted Date: ON INSPECTION Date Prepared: 01/27/2015 Customer Type: ResidentiaI(1-2 Units) Service Type: UG SERVICE NEW Proje~t Tit113: VERIZON/OLIVENHAIN MUNICIPAL (SOT) . ProjectAddress: 1966 OLIVENHAIN RD E I Project City: CARLSBAD Additional Address Info: Customer POC: Cletus Blum Customer Phone #: 858 220 4654 SDGE Contact: Service Coordinator Contact Info: DANNY SADICK,760-476-5614 D Traffic Control Permit Required D SDG&E Application Required-Call: 1-800-411-7343 Excavation/Encroachment Permits Required By: Municipal Inspection required· By: CITY OF CARLSBAD I Temp Service Charge due on First Bill $ 0.00 SERVICE ATTACHMENT POINT AND/OR METER LOCATION~ Customer is to locate new meter pedestal within 20 feet east of transformer marked D208852. Face pedestal south.toward Olivenhain Rd and maintain 3' radial clearance around surface face of pedestal. Customer is to provide trench and 3 inch DB conduit from D208852 to new meter pedestal. Address must be permanently marked on meter pedestal. See attached SDG&E Service and Standards Guide·pages for specifications. PRIOR TO DIGGING, please contact your Service Coordinator Danny Sadick at 760 476 5614 to schedule a pre-meet with your trench inspector. Station ID #: 1117-608 Structure #: D208852 I Joint Trench With: Handhole Installed By: Handhole Lid Shall Read: Standc1rds Page: Ladder Arms: I Stop Trench: from Pole Riser Quad: Bend Installed By: SDG&E I Bend Type: TRANSFORMER Bend Info: Conduit lnstallecl By: CUSTOMER Conduit Size: 3" Service Panel Rating: 200 Number/Size of Main-Switch: 1/200 I Voltage: 120/240 #of Wires: 3 Phase: 1 Utilities Maximum Contribution to Fault Current: 10000 Metering: Self Contained. Test Bypass Facilities Reqd Meter Clips: 4 Meter height --4'0" min. (3'0" min. for multiple installation) --6'3" max. From finish grade. to centerline of meter base. Meters are required to be readily accessible 24 hours per day. Meters must be located in ,a safe area free of any potentially ha;tardous or dangerous condition . .Provide 3-ft. x 3-ft. clear and level working space in front of meter. Where meter room is proposed, contact the planner at the nearest SDG&E office. Meter bases and meter service disconnects must be located at or immediately adjacent to each other and be identified with address and unit number. PROCEDURE FOR INSTALLATION 1. PHONE DIG ALERT "811" AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES. 2. Phone Service Coordinator at 760-476-5614 for the following: -3 Working days prior to trenching to arrange pre-meet with inspector and initiate trenching process. -After excavation of trench, installation of conduit and service entrance.equipment at meter location, CALL FOR INSPECTION. Do not cover conduit without inspector's written approval to backfill. -When trench is backfilled and compacted, CALL FOR INSPECTION. -'If service entrance equipment is installed after backfill, CALL.FOR INSPECTION OF THE EQUIPMENT. 3. Meter cannot be set untH inspector has approved installation, including service equipment., and receipt of city/county/state inspection Additional Information: D Right of Way Required Assessor's Parcel Number: To minimize the electrical outage, you are advised to schedule a morning disconnect with an afternoon reconnect. There is no charge for this service. Before you change out your meter consider (1) SDG&E needs 14 working days. advance notice to schedule a crew and (2) SDG&E will not reconnect the service without municipal approval on the new panel. Please contact the City/County regarding permits and inspections. City/County inspection should be received prior to 2:00 p.m. on-the same day as the disconnection of service to allow the SDG&E crew·enough time for reconnection of the service on the same day. If SDG&E encounters hazardous or toxic material while performing construction of your project, sbG&E will halt work immediately and it will be your responsibility to remove and or clean up all ha.zardous ortoxic material prior to SDG&E continuing construction. SDG&E shall have no liability or obligation whatsoever to cleanup, remove or remediate any hazardous or toxic materials discovered during the course of construction unless it is through negligence of SPG&E. Customer-owned facilities to receive gas service are subject to all applicable local and state of Californja inspection authority requirements. Building address and/or houseline must be permanently identified prior to meter set. Information on this sheet is void after six (6) months. Keep this notice with building permit. Planned By: Jennifer Magee I Phone#: 7604765609 I X~ST: RANCHO SANTA F.E RD ~ INSTALL 200 AMP .METER PEDESTAL 1986 OLIVENHAIN ~~---J~ ---· --·-·--·------ , ~\ tMMil¢i ~* ~·~-----~.--.. -----~-~ ... ,-----.... --- ··0D208850 Job Notification #300000030291 Planner Name: Jennifer Mageo Construction Contact: Danny Sadick Customer Name: · Cletus Blum O,.M.W .. D. Date: 1/20/2015 Planner Phone: 760 476-5609 Construction Phone: 760 476-5614 Customer Phone: 858 2204654 D 1117-608 0208852 \_ . . CUStOMER 10 TRENCH AN[) IN_STALL Nl:W 3""00NDUIT: ____ ,, __ ............. ----.,,----~-.,';""'·- ... :soqi Call· 811:Two Worl(ln9 Days 81:.fore. Yot1 ()lg! -:.· '~·Scm1:pra b1te-r:g}"·u1m1~· .. t '.> N I \ \ \ CB150975· 1966 OLiVENHAIN RD VERIZON WIRELESS-EQUIPMENT n1 r"V"' 1ri-;n c--r, o _.,on.cir-r-~f\ll"'DCTC 01 rV'lr \Al I\I I 1 - ~IZ \;Q)c\-t ......... ~ v i,,,.~f!Ty~~~ AUJ-L:v· . ~ . J/Ji/ \5 ~iv ic,-@Li jv ~-f~/o ~ - _ Jo JJt;L It,. . _ . 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