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1966 OLIVENHAIN RD; CS; CB131812; Permit
. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-08-2014 Commercial/Industrial Permit Permit No: CB131812 Building Inspection Request Line (760) 602-2725 Job Address: 1966 OLIVENHAIN RD CBAD · C,~ Permit Type: COMMIND Sub Type: INDUS'f Status: ISSUED Applied: 07/29/2013 Entered By: JMA Parcel No: 2550310300 Lot#: 0 Valuation: $120,000.00 Construction Type: 58 Occupancy Group: Project Title: AT&T: NEW CELL SITE Applicant: PLANCOM, INC 302 STATE PL ESCONDIDO CA 92029-1362 760-715-3416 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 STD #2 Fee BTD#3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review Reference# Plan Approved: 05/08/2014 Issued: 05/08/2014 Inspect Area $774.02 $0.00 $541.81 $0.00 $0.00 $25.20 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $4.00 $160.00 Plan Check #: Owner: OLIVENHAIN MUNICIPAL WATER DISTRICT PUBLIC AGENCY 00000 Meter Size Add'I Reel. Water Con. 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 Sewer Fee ReQev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES Total Fees: $1,505.03 Total Payments To Date: $1,505.03 Balance Due: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,505.03 $0.00 Inspector: Date: Clearance: ------ NOTICE: Please take NOTICE tha approval of your project includes the "Imposition" o fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, setaside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified:fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have revi I been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. . THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: JOB ADDRESS Building Permit Application 1635 Faraday Ave., Carlsbad; CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov 1966 Olivenhain Rd SUITE#/SPACE#/UNIT# .DHEALTH OHAZMAT/APCD Plan Check No. CB l3 • Est. Value f!/ zO Plan Ck. Deposit .Date 1• SWPPP APN 255 400 58 CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS #BATHROOMS TENANT BUSINl?5S NAME CONSTR. 1YPE OCC. GROUP DESCRIPTION OF WORK: lnc/ude·Square Feet of Affected Area(s) .Installation of 12 panel antennas and 24 Remote Radio Units on a new 45' high monopine. Install 8 outdoor equipment cabinets inside new 745 sq ft equipment slump block enclosure. New landscaping is proposed. New 200 amp.Jl).eter..pedestal proposed. ·,, •-av ~~-----r::==-----r=,...,,,.,,,.-=~="""'="="---r=· =-:-='-----'r "-1"=1~~.,.,,...--.=~~o:4_ EXISTING !JSE GARAGE (SF) PATIOS (SF) DECKS (SF). AIR CONDITIONING OMWD Ops center YES ONo 0 APPLICANT NAME (Primary Contact) PlanCom, Inc. ADDRESS Cl1Y ZIP 92029 PHONE EMAIL PROPERTY OWNER NAME Qlivenhain Municipal Water District ADDRESS 1966 Olivenflain Rd CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL ARCH/DESIGNER NAME & ADDRESS STATELIC.# CLASS S C..lD (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement tnat he is licensed pursuant to the provisions of the Contractor's License Law-lChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or .!'hat he is exempt therefrom, and the basis.for the alleged exemption. Any violation of Section 7031.5 by any. applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500]). . . . Workers' Compensation Declaration:/ hereby affirm under penalty of perjury one of the following declara6ons: D I have and will maintain a certificate of consentto self.insure for wort<ers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. ~ have and will maintain wJ\:ers' com~sation, as reQulred by Section 3700 of the Labor Code, for the performance of the wori\ for which this permilis Issued. My workers' compensation ·nsurance ~rrler and policy numberare:lnsuranceCo. ~I.~ Zu{ot,Yd 1;,,4$ Co. Polley No. we... 348 :1200-0 4:;:> Expiration Date 4' b , - ~section need not be completed ff the permit Is for one hundred dollars ($100) or less. LJ Certificate of Exemption: I certify that· the performance of the work for which this permit is Issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Calffomia. WARNING: Failure to secu rkers' compensation verage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in ges as provided·for · on 3706 f e Labor code, interest and attorney's fees. ~ENT DATE 14- I hereby affirm that I am exempt /i'om Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not·lntended or offeredfor 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 or offered for sale. If, ho~ver, the building or improvementls 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). o· I, as owner of the property, am exclusively contracting with licensed contractors to construct the·project (Sec. Z044, 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 Contractor's License Law). D I am exempt under Section ____ Buslness and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DY es ONo 2.1 (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, supeivise 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): ..@S' PROPERTY OWNER SIGNATURE DATE -f-;)_.<t_,.)3 11 Is the ap~icant 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 Act? Yes No . · Is the applicant or future building occupant required to obtain a pennit from the air pollution control district or air q~ali management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes o IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNL THE APPtlCANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE QF 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) Civil Code). I certify that I have read the application and• that the above infonnation Is correct and that the infonnation on the plans Is accurate. I agree to comply with au City ordinances and State laws relatlngto buii\ling construction. . ,I hereby authorize representative of the City of Car1sboo kl enter upon the above mentioned property tr ilspecoon 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 Ol'THIS PERMIT . . OSHA: AA OSHA penntt is required br excavations over 5'0' deep and demolition or construction of structures over 3 stories in heiJht. EX)'IRA TION: Every penntt issued by the Building Official under the provisions of this Code shall expire by Imitation and become null and void if the building or work authorized by such pennit is not commenced within . 180 days from the date of std1 penn~ /building or work authorized by such permit is suspended or abandoned'at any time after the work Is commenced for a period of 180 days (Section 106.4.4 Unifoun Building Code) . .,g'APPLICANT'SSIGNATURE ~~ . . . DATE /-;;)_, q--"' 3 . • ' . STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a· Certificate of Occupancy will be requested at final inspection. 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. CONTACT NAME ADDRESS CITY STATE 'PHONE .EMAIL .. f>EiiliERY OPTIONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) ZI_P· FA>C OCCUPANT (Listed above) OCCUPANT (Listed above) MAIL/ FAX TO OTHER: _______________ _ ..15 APPLICANPS·SIGNATURE . OCCUPANT,NAME . BUILDING ADDRESS .. CITY Carlsbad . OCCUPANT'S BUS. iclC. No: · CO#: (Office Use Only) STATE CA ASSOCIATED CB#-' ~--,-'--~---,,-c---- NO CHANGE IN U~E/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP Inspection List Permit#: CB131812 Type: COMMIND INDUST Date Inspection Item Inspector Act· 07/17/2014 19 Final Structural PY AP 07/17/2014 39 Final Electrical RI 07/17/2014 39 Final Electrical PY "AP 07/17/2014 39 Final Electrical PY PA 06/30/2014 66 Grout PY AP 06/27/201"4 66 Grout PY NR 06/24/2014 11 Ftg/Foundation/Piers MC AP 06/23/2014 11 Ftg/Foundation/Piers MC AP 06/23/2014 11 Ftg/Foundation/Piers MC NR 06/19/2014 66 · Grout PY AP 06/05/2014 11 Ftg/Foundation/Piers MC AP 06/05/2014 61 Footing MC AP 06/02/2014 31 Underground/Conduit-Wirin MC PA Friday, July 18, 2014 AT&T: NEW CELL SITE Comments 2ND STOP 1ST STOP MONOPOLE CAISSON CADWELD GROUND, ELECTRODE CONDUCTOR AND CONDUIT, SEE CARD Page 1 of 1 \";)bb e,C,.,t v~ ~ 12-b . ~ l-:.SL~l"Z... la:.:t.:I Geotechnica/ Solutions, Inc. D.AIL Y FIELD LOG Date: 6 /z. 3 /f lt Project No. Field Personnel: Project Name: Project Address: Requested By: Portion of Project Covered/ Not Covered: --'--!~--~~~" -.-=--~--~---'-___,._·. --~-o-.-eL.v--~A~-~-'-½-- ~ ~ f-n'n: li?~ ~ 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 job*~± tr~erified by:_·-------------~ * The mini.mum charge per site visit is two (2) hours Phone: (949) 453-0406 27 Mauchly, Suite 210, Irvine, CA 92618 op@mygsi.com Fax: (949) 453-0409 . . . . . Geotechnical Solutions, Inc. . · Geotechnical, Stnlctural&.. Enri,r.QWli.ental Engineering__ l:AlSSON JJ.KILLING uBSEHVATION FIELD MEMO Date: · ·fo , 4, 1,..Q l Cf: Proje(?t Number: Project Name: 'h T r::/--T. D\v\ vJ D . (!) e ~ AM~ ¼Sl-ti"'L cad-.e.r \'l. SoD 2-~ Project Address: \0( lD b O l \v~ h. ~ \1 V\ {2.cs-a.4 G:t.v-lsbac:il ) ~l;.~l.°'- This is to serve notice that c..a.d, <; S.trv\ ~i,\ 1 lllj e)?-LJU>.,_d/_e.a,{ l~ flr011 CDlld.. ~r~ V'\ll-~~~4 ~ulr 20-# MA · dq:lli ~ fD6 ~4Y MA c;J;cu11.ei«. CJ2Y'$$6\1 ~1clld .9rh-ou~kt v,_/,&,,t c~vitjj °'w!. r-"l::: 1 > ·. tj~M~~3' ~~~bl_ 1-0 ,for.rh~~ ~r~cr ~--q?rrpo$-ed. M,cJ\Weue-lt-.~~\-d:s-- · A written report and certification of this inspection will be submitted upon completion of the project. Geotechnical Solutions, Inc. Remarks: ----------------------- Signature: ~ ~ .? By: &b~lawt &4~ tc · Title: ?nvt ~ 1q \ . Copies to: gradnot.doc Phone: (949) 453-0406 27 Mauchly; Suite 210, Irvine, CA 92618 Fax: (949) 453-0409 A California Corporation 8941 AtlantaAve.,#518 Huntington Beach, CA-92646 (949) 227-8668 $ We Just Do A Better Job! Observation Report and Observation Agreement Job Address f q ( .( (. -•...JY .A' [,,/ 1 \ 1.,.:, .-1 !--I .4, A rz.;, Job Name ,.,.1~;"~ --.::) i-;'...1 u1 t It Material Description f,-,. .~ ,;> >\ -~> -'~ .,:,2 .. Or,,.,:_ /;r,\•(r, -. ~~"''t"~~.---~,t ~l" ...... . Observer ,.-;~· nf 1..1/{/. f .... -,_,'.,'1'·'(4 ..I' .. :~1 . ,r ........ . .........,1 Samples: X Quantity= Description oJ Work,Observed: .DATE: c~ / 7 --;i• /, ,_,; I . C -. ~ ... A·' '') • -.·-,,, .. ,--.,.. 1,· ' ,.,, ,' _, 'J.,ff"' i ., ........ • "-E •• ,- 1,,,.JA t ,1 -~ t.::::.a,;;~.~,,.Lf r ~iv .. ' ( ~-~,. ( ~ TIMEIN TIMEOUT BIL,LING OVERTIME CHECK ONE 0 SHOW-UP OT 0 HALFDAY DT 0 FULLDAY TT By this signature on the this Observation Report. I acknowledge that 'SOG, Inc. pe~ormed the above observation. () /~ . j j) • / ~+.,,"" / .y f Approved by: ~ -::,,<": (J c.. -)4? ,, ,,. i ft I', . ...,. 'Project Superintendent -Foreman -Other ,-:.", 0 0 O' . ... ,.. .. . City I Permit Z f:C... l '~,,. ..... ~.,,,.-: _"_T .. "" .. ~) ._........., 7/ 5·/1 -.. t._ ·-- Architect \ , e... "'-· • ·--,, Enginee~r:;: ,..,.,. __ ..,,. ,, .,,,l Y.~{..·1(.,1.,("_ 'I . f <.:.,;.:.l .. ,v\ ,;=_ .• Contrac'll5'1"" , .A.-· l <.:: St"! . _/·;: J·A,..r A -•--:;;.~ii~ i" ,.,,,~ .1.t' Subcontractor P·v c.. "7 ........ '•,- ~ILLING INFORMATION & TELEPHONE# Gertitication ot Compliance We hereby certify that, at the time of this observation, we have .observed all of the above reported work, unless otherwise noted, To the best of our knowledge and belief, we have found this work to comply with·the·approved plans, specifications, and applicable section(s) of the Uniform Building Code, as applicable to·the locality where this project.is located. This ~port cannot be construed to be a recommendation of work of any nature-to be performed, The performance of our observation servic~subject'fci1Tu,~rms and conditions as described on the reverse side of this Observalion•tteport, Tf;\e.0\liner or a successor in interest shall hold harmless Structural Obsli~t:fn Group,.))1crfrom any and a~~ega~c_eedings of any nature whatsoever, that is relate~,e~~:rva~j~~~. . Signature ~_fl~g~~t.e~{c:l__:_Q7·~s~r .f-1 ,r ~~~-::..~:~ l~ ,' J+ ... 11 , , · c,_, 7:: El, .. t., ·~ .... , r~ -~ i '::II, <>-.t· Specialty No. · ( Agency -·::;,- WHITE-OFFICE COPY; CANARY-ACCOUNTING COPY, PINK-OBSERVERS-COPY, BOTTOM WHITE-JOBSITE COPY EsGil Corporation In (l'artnersliip witli (}overnment for (}Jui(aing Safety DATE: 9/5/2013 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1812 PROJECT .ADDRESS: 1966 Olivenhain Road SET: II PROJECT NAME: AT&T OMWD OPS CENTER NS0028 D APPLICANT ~ JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially cornply 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. 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: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: Telephone#: ) Email: Mail Telephone Fax In Person D REMARKS: l3y: David Yao Enclosures: EsGil Corporation D GA D EJ D pc 8/29 Fax#: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ti .• EsGil Corporation In <Partnersnip witn government for (Bui(aing Safety DATE: 8/8/2013 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 13-1812 PROJECT ADDRESS: 1966 Olivenhain Road SET: I PROJECT NAME: AT&T OMWD OPS CENTER NS0028 CJ .>PPLICANT )Z( JURIS. CJ PLAN REVIEWER CJ FILE D The 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. 1:8] 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. l:8:1 The applicant's copy of the check list has been sent to: PlanCom.lnc D EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1:8] EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: PlanCom.lnc. Telephone#: 760-715-3416 Jate contacted: fV{ B (by:}"¢:b Email: Karen.alder@plancominc.com Fax #: '4:.,Mail T~phonl\ Fax In Person D REMARK~ \th ,J By: ))avid Yao Enclosures: EsGil Corporation D GA D EJ D PC 8/1 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 13-1812 8/8/2013 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1966 Olive,nhain Road DATE PLAN RECEIVED BY ESGIL CORPORATION: 8/1 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 13-1812 DATE REVIEW COMPLETED: 8/8/2013 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. 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 or other departments. The following items listed need clarification, modification ot change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • 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 on the plans. Have changes been made not resulting from this list? D Yes D No City of Carlsbad 13-1812 8/8/2013 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 Carlsbad 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 $Ubmitted 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. Sheet 7 of the structural calculation (Peyton-Tomita & Assoc.) shows retained height is 4 feet. Detail 1/A-7 shows 5 feet max. retained height. Please revise the detail or calculation. Rftransparent Monoeuc (SCI) 2. The structural calculation (page 4) shows the length of the bottom upper trunk is 11.18 feet long. The plan (S1) does not show the length or the elevation of the bottom upper trunk. Please add the information. 3. Page 5 of the calculation shows the appurtenance is 4-6x12x8 panels. Sheet S1 and architectural sheets shows 12-panels. Please check the loading to the pole. 4. Page 19 of the calculation shows 12-panels and the pole 18 feet. Please provide explanation how you model the pole? 5. Provide detail analysis for the connections (i.e. base plate and anchor, detail 2/S1, 3/S2 .. etc). 6. To speed up the review process, 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. 7. 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: O Yes O No 8. 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. City of Carlsbad 13-1812 8/8/2013 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yae> PLAN CHECK NO.: 13-1812 DATE: 8/8/2013 BUILDING ADDRESS: 1966 Olivenhain Road BUU .. DING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier cell site 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 . D Repetitive Fee 3 Repeats Comments: D Other D Hourly EsGil Fee TYPE OF CONSTRUCTION: Reg. VALUE Mod . .. per city .. 0 Structural Only 1---------11 Hr. @ ' ($) 120,000 120,000 $774.021 $503.11 I $433.451 Sheet 1 of 1 macvalue.doc + \ ,; ,-<! ,• «~ ~ CITY OF PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue · Carlsbad CA 92008 www.carlsbadca.gov CARLSBAD l)ATE: 9/06/13 PROJECT NAME:Olivenhain / AT&T NS0028 PROJECT ID:MCUP 13-05 PLAN CHECK No:CB 131812SET#: II ADDRESS: 1966 Olivenahain Rd APN:208-181-31 VALUATION: $14,657 APPLICANT CONTACT: karen.adler@plancominc.com n This plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION s . ction by the Construction & Inspection Division is required: Yes 11 No fX1 '-..., ~ For status from a division not marked below, please call 760-602-2719 This plan check review is NOT COMPLETE. Items missing or incorrect are listed below. PLANNING 760.:S02-4610 Chris Sexton 760-602-4624 [-1 .Kathleen Lawrence -..I 760~602-27 41 1j Greg Ryan Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov L_i 760-602-4663 Gregory.Ryan@carlsbadca.gov i----·; Gina Ruiz ,_ ___ J 760-602-4675 Gina.Ruiz@carlsbadca.gov ! ' !,......._ / IXI Linda Ontiveros l 760-602-2773 f Lilida.Ontiveros@carlsbadca.gov ' Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov l7 Dominic Fieri ~I l, __ J 760-602-4664 - _ Dominic.F~eri@?arlsba~ca.gov • Remarks Please coordinate with Cindy Peelle at Olivenhain Water district: cpecile@olivenhain.com *******See attached email correspondence for reference purposes.********* ' •• From: To: Cc: Subject: Date: Cindy, Steve Bobbett Cindy Pecjle; Unda Ontiveros Dayld Rick; George Briest RE: Encroachment Agreement for AT&T in proposed vacation area Friday, September 06, 2013 9:10:17 AM Thanks for the update. After receipt of the Cox and AT&T letters we will proceed to council with the vacation. Steve Bobbett, P.E. Associate Engineer City of Carlsbad (760} 602-2747 From: Cindy Pecile [mailto:cpecile@olivenhain.<::om] Sent: Friday, September 06, 2013 8:59 AM To: Steve Bobbett; Linda Ontiveros . Cc: David Rick; George Briest . Subject: RE: Encroachment Agreement for AT&T in proposed Vacation area Hi Steve, I spoke with George yesterday to let him know that the City of Carlsbad would only enter into an encroachment agreement with the underlying property owner rather than the owner of the encroaching facilities. At this time, the District would like to just wait until the vacation goes through rather than sign the encroachment agreement. I sent correspondence to Cox and AT&T yesterday requesting they rescind their requ~sts for reservation in the vacated area. The District will grant them each an easement in the vacated area once the vacation is completed. Thank you Cindy Pecile Engineering & Right of Way Coordinator Olivenhain Municipal Water District 1966 Olivenhain Road Encinitas, CA 92024 Direct Line: 760-632-4223 From:. Steve Bobbett [mailto:Steve.Bobbett@carlsbadca.gov] Sent: Friday, September 06, 2013 8:34 AM To: Linda Ontiveros Cc: Cindy Pecile; David Rick Subject: FW: Encroachment Agreement for AT&T in proposed Vacation area Linda, This is the last communication regarding the street vacation. I don't know if OMWD has signed the encroachment agreement prepared by David Rick as part of the AT&T application. Steve From: Steve Bobbett Sent: Tuesday, August 20, 2013 1:44 PM To: Cindy Pecile (cpecHe@olivenhaio,com) Subject: FW: Encroachment Agreement for AT&T in proposed Vacation area Cindy, If I understand the program: 1. George will decide if OMWD should sign the encroachment agreement being processed as a part of AT&T' s application to the city for AT&T facilities in the city street easement. 2. If so, we (David Rick) will modify the encroachment agreement to reflect that the agreement expires upon vacation of the street by the city. 3. OMWD' s engineer will submit to the city revised plats for the vacation application. The revisions are unrelated to the AT&T matter, just changing the city engineer info. 4. AT&T, at some time after OMWD' s ~xecution of the encroachmen_t agreement (subject to George's decision), will rescind their request for the city to reserve a utility easement over the street being vacation. 5. ·Cox will do the same. 6. The agenda bill for the vacation will be revised deleting any mention of any reservation of any rights within the area to be vacated. Steve Bobbett, P.E. Associate Engineer City of Carlsbad (760) 602-2747 From: Cindy Pecile [mailto:cpecjle@olivenhain.com] Sent: Monday, August 19, 2013 9:02 AM To: Steve Bobbett Subject: RE: Encroachment Agreement for AT&T in proposed Vacation area Yes. However we will grant an easement once the property is owned by the District. We can then give them an easement for a specific area and facilities rather than over the entire vacated area. Cindy <! George is on vacation so I have forwarded your information on to him as well. He was hesitant to have the District sign the encroachment agreement since it was your easement and not our facilities. Cindy From: Steve Bobbett [maHto;Steye.Bobbett@carlsbadca.gov] Sent: Monday1 August 191 2013 8:49 AM · To: Cindy Pecile Subject: FW: Encroachment Agreement for AT&T in proposed Vacation area Cindy, I checked with the city engineer to be sure and confirmed that the city enters into encroachment agreements with the underlying fee owner. We can't grant the city's easement rights to a third party interest. I checked with the city attorney and we can add a sunset clause. But after the city vacates the street easement and the encroachment agreement sunsets ... isn't AT&T left with facilities on OMWD property without benefit of an easement? Steve B From: Cindy Pecile [mailto:cpecile@olivenhaio.c0m] Sent: Thursday1 August 151 2013 4:26 PM To: Steve Bobbett Subject: Encroachment Agreement for AT&T in proposed Vacation area Hi Steve, Attached is the Encroachment Agreement document we received from AT&T. They are asking us to sign the agreement since we are the underlying property owner. However, our manager believes it should be between AT&T and the City of Carlsbad since the road easement is still held by the city. Please review and let me know what you think. I don't want to hold AT&T up with getting their building permits for the new antenna before we can get the vacation issues worked out. Thank you and have a nice weekend. Cindy Pecile Engineering & Right of Way Coordinator Olivenhain Municipal Water District 1966 Olivenhain Road E11cinitas, CA 92024 DirectLine: 760-632-4223 ,,t_. > ·-,,, «~ · ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL \ Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 8/12/13 PROJECT NAME:Olivenhain / AT&T NS0028 PROJECT ID:MCUP 13-05 PLAN CHECK NO: CB 131812sET#: I ADDRESS: 1966 Olivenahain Rd APN: 208-181-31 VALUATION: $14)657 APPLICANT CONTACT: tyler@jlcarchitecture.cmn D This plan check review transmittal is to notify you. of clearance by: LAND DEVELOPMENT ENGfNEERING DIVISION Final Inspection by the Construction & Inspection Division Is required: Yes L] No ~ ~ For status from a division not marked below, please call 760-602-2719 This plan check review is NOT COMPLETE. Items missing or incorrect are listed below. PLANNING 760-602-4610 DEVELOPM~NT_:1;N·o.:' _>·_.Fl·RE.PRE.YENtior:l ·;, ' . 760-602-2750 . · .. · · . _ · 760.:soi~4665 . ; ' ' • ,. > "•.... • • 4 • • < ·-H ~ " ~--.... ~ .... _· ..... : > ' • • •' •' ·, •. r---: Chris Sexton L-J 7 60-602-4624 Chris.Sexton@carlsbadca.gov f-·1 Kathleen Lawrence ,-J Greg Ryan ,. i ·-... ~ Gina Ruiz 760-602-4675 l_ __ J . 760-602-27 41 Kathleen.Lawrenc:e@carlsbadca.gov ! . i'_(Z] Linda Ontiveros 760-602-2773 -760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 !:1 Linda.Ontiveros@carlsl;>adca.gov Cynthia.Wong@carlsbadca.gov ! 11------------..11---------------111------------:11 r Bina.Ruiz@carlsbadca.gov f, ' · ,-----, Dominic Fieri i l , ___ t 760-602-4664 ~ .. ---Dominic.Fieri@carlsbadca.gov J Rem?trks Developer shall cause property owner to apply for, execute, and submit, to the city engineer for recordation, an Encroachment Agreement covering private landscaping, telecommunication equipment and enclosure located over existing public right-of-way or easements as shown on the site plan. Developer shall pay processing fees per the city's latest fee schedule. Said encroachment agreement is not necessary if the underlying easements are vacated to the satisfaction of the city engh1eer prior to the issuance of building permits. , «~~ ~ CITY OF CARLSBAD ENCROACHMENT AGREEMENT SUBMITTAL CHECKLIST E-6 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov FOR' CITY u·sE O'NL y Date~' . Project Name:. ' .. . ' ,' :, ... , ,, ' • • ' ', -( < ·~ Proiec;t Number:. · J ------'·..,a,.· -'-,'' '--"--'-c---'-'--'---'-'-'--'--,--.:--'--'--"'-,~~--'----'-... ', ,; -. CHECK AS APPROPRIATE: · Initial Submittal Drawing Number; --~-'----'-'-'---'-'-'--'--,'"--'-"---'--'',--'---','--+'--'-,-',---'--_ .. _, ' Planchecke.r: ........... ·-----,__-...... -=·---""·-"'--',-'-'-_.;_.,.....-',!_+:-. __._._--'-,--,.,..--,a..,.--'------,,- Resubmittal PLEASE NOTE: Telephone: INCOMPLETE SUBM/TTALS MAY BE RETURNED UNCHECKED. Planchecker will mark .items not required with N/ A . . THE FOLLOWING ITEMS ARE SUBMITTED FOR PLANCHECK: D 1. Completed and signed Engineering Plancheck Application form D 2. Property description in the form of a Grant Deed or Title Report D 3. Drawing, to scale, showing location and type of encroachment D 4. Legal description of city easement underlying encroachment (Not required for single-family property owners) D 5. Processing fee (see fee schedule) $332. oo D 6. Other supporting documents or information as necessary 0 7. Brief description of encroachment:. ___________________ _ D 8. Reasons for encroachment: _____________________ _ FOR RESUBMITTAL: THE FOLLOWING ADDITIONAL ITEMS ARE INCLUDED: D 1. Copy of previous city transmittal. [] 2. All previous checkprints and documents with. planchecker's comments. D 3. All required corrected resubmittals as indicated in the city's previous transmittal. D 4. Original Encroachment Agreement, signed and notarized. COMMENTS _______________________________ _ ~ SUBMITTAL COMPLETE: CHECKED BY: ..... ·---,----,--':--;',-...·';-;,· ......... -,-,=-c:·.....,.·,,--, ...,,,.-------. PAT~:·.::. · ·11 .. .. , ... E-6 Page 1 of 1 REV 4/30/10 ,, «~ ~ CITY OF CARLSBAD APPLICATION ENGINEERING PLANCHECK E-23 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov C omp1ete a II . f appropriate m ormatron. Write NI r A when not app ,cable. Project Name:· Date: Project Description: Project Address: Lot No(s).: Map No.: APN{s): Number of Lots: Number of Acres: _ Miles of Trails: Owner: Applicant: Mailing Address: Mailing Address: Phone Number: Phone Number: Fax Number: Fax Number: E-mail: E-mail: I certify that I am the legal owner and that all the above information is true and correct to the best of my knowledge. Signature: Date: Signature: Date: Civil Engineer: Soils Engineer: Firm: Firm: Mailing Address: Mailing Address: Phone Number: · Phone Number: Fax Number: Fax NumbE?r: ·E-mail: E-mail: . State Registration Number: State Registration Number: Additional Comments: ' IMPROVEMENT VALUATION 1. What water district is the proposed project located in? (check one) CJ1 Carlsbad Municipal Water District [] OliVenhain [] Vallecitos 2. If in the Carlsbad Municipal Water District, what is the total cost estimate, including the 15% contingency fee, for water and reclaimed water improvements, sewer (for Carlsbad Municipal Water District only), street, public (median) landscape and irrigation, and drainage improvements (if applicable)? $ GRADING QUANTITIES cut cy fill cy remedial cy import cy export cy E-23 Page 1 of 2 REV 4/30/10 '! ~~ ~-CITY OF CARLSBAD APPLICATION ENGINEERING PLANCHECK E~23 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Complete all appropriate information. Write N/A when not applicable APPLICATION FOR (check all that apply) CJ] Adjustment Plat (ADJ) ti] Certificate of Compliance (CE) Cl] Dedication of Easement (PR) Type: Type: Cl] Encroachment Permit (PR) CJ] Final Map (FM) Eil Grading Plancheck (DWG) Cl] Improvement Plancheck (DWG) [JI Parcel Map (PM) lJ Quitclaim of Easement (PR) Type: Ell Reversion to Acreage (RA) Cl] Street Vacation (STV) CJ Tentative Parcel Map (MS) g _Certificate of Correction (CCOR) g Covenant of Easement (PR) g Substantial Conformance Exhibit (SCE) CJ1 Trails Cl] < mile [J > mile [J Other · . f=:OR CITY USE. ONLY ... Project. . I.D .. . Drawing .. ·· :Deposit /F(:l:es. ' Nurnb~r · · Paid .: .. : ... MCUP 13-05 PR_-_._ .. . -~-., . ; \QO~rri!3rlt~-:: ... ; ·. .. .: ~ .. I , . ··11 . • .:· :: DATE StAMP : ·. · · ' u;l=/\=P,P=t=[C=A=T=IO=N=·· A=C=.C=E=P=T=E: D= ... =BY=·· :=·· =· ::::;::======:::::::===========-'-.. ·.. iiPP!-ICATlbN REC~IVEci ;. . ·~· .. •'•' ' : ': ' '. ·, .:,.·:..· E-23 Page 2 of 2 REV 4/30/10 «~0 ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.rmv DATE: 8/28/2013 PROJECT NAME: OMWD Ops Ctr PROJECT II>: MCUP 13-05 PLAN CHECK NO: CB131812 SET#: 2 ADDRESS: 1966 Olivenhain Rd. APN: 255-400-58 rJ; This plan check review is complete and has been APPROVED by tile Planning Division. By: Austin Silva A Final Inspection by the Planning Division is required [Z] 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 in.correct are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: karen.adler@plancominc.com · For questions or clarifications on the attached checklist please contact the following reviewer as marked: '' - PLANNING ENGINEERING· FIRE, PREVENtlON. 760-602-4610 -760-602:-'2750 ... -760-602-4665 '' ' ' ·-·-~--- D Chris Sexton D Kathleen Lawrence D 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 ·o Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 . Gina.Ruiz@carlsbadca.gov Linda.Oritiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Austin Silva D D Dominic Fieri 760-60-4631 760-602-4664 Austin.silva@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Approval of MCUP 13-05 is needed before building permit can be approved. ·--«~ ~ CITY OF PLAN CHECK Community & Economic REVI Ew Dev}l.l~nt Department · ;p't CV [i.5~5 Faraday Avenue CARLSBAD TRANSMliTTA.L:. Dq_:,,,'?,J!_·-.-~ Carlsbad CA 92008 -\5'L' -,"'",. -"·'-www.carlsbadca.gov :~;-~g-.f:~·. DATE: 8/29/13 PROJECT NAME: At&t Mobility PROJECT ID: PLAN CHECK NO: CB131812 SET#: I ADDRESS: 1966 Olivenhain Rd. APN: This plan check review-is complete and has been APPROVED by the Fire Division. By: D. Fieri A Fin~I Inspection by the 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 checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602°4610 760-602-2750 760-602-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Ch ris'.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory:.Ry:an@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 Cy:nthia.Wong@carlsbadca.gov D D ~ Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Carlsbad Fire Department Plan Review Requirements Category: Date of Report: 08-29-2013 Name: Address: Permit#: CB131812 PLANCOM, INC 302 STATE PL ESCONDIDO CA 92029-1362 Job Name: AT&T: NEW CELL SITE Job Address: 1966 OLNENHAIN RD CBAD COMMIND , INDUST Reviewed by: # 1 l:NCOi'\fPLE'FE Tl!e iten'I. ) ett l!a, e 11tten'litted Mt t e, ic;; is ineeffli'ldc. }rt this ti1ne, tm11 effiee em:111et aiiquatil~c cgacluct a i:iuiilu tg aitiP.l!iloi&i iompliDoo z.1;1iih tho !lfltdt@abk eee.eJ ttt1eb'e! sttmdMdJ. PtcttJe 1e.icw • eMemH, oU eefflffl@MJ ~oeh:ed .. Pleese restHJmtt tfte fteeessftPY )91£ffls tffld{et ,'1'Cei:6:etttieH:J, wttll elloHges "elettded:11, • .' ' • I " .~ to H:11s office fo1 rcv1cov mid approval. . J. ' ' . ;, ... , .. i-.. Cs1tthfaons. Cond: CON0006574 [NOT MET] ***Bubble All Changes*** 1. Sheet A-0.1: In regards to electrolyte, in gallons, calculated in "Battery Site Summary": Sulfuric acid is a homogeneous solution of sulfur dioxide, water and oxygen. Because the electrolyte suspension is a homogeneous solution, the percentage of sulfuric acid is not pertinent. When the amount of electrolyte is requested, the total amount in gallons shall be given because it is stored as a whole and not as a percentage. Provide gallons based on the information above. Indicate existing and new amounts including from Sheet A-1.1 referenced future battery cabinets. 2. Sheet A-1.1: Specify appropriate size of fire extinguisher in detail 13. Entry: 08/20/2013 By: cwong Action: CO Cond: CON0006606 [MET] ~-::O:::=V_E_DJ-. THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITiQNS IN COR,RESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW: Entry: 08/29/2013 By: df Action: AP Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 BLDG. DEPT COPY RECOMMENDED FOR APPROVAL Checked by: ROBERT SCOTT Date: August 6, 201.3 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Karen Adler PROJECT NAME: AT&T Mobility JURISDICTION: Carlsbad Fire Department PROJECT ADDRESS: 1966 Olivenhain Rd. PROJECT DESCRIPTION: CB 13-1812: Installation of cell site equipment including: 12 panel antennas and 24 remote radio units on 45' high monopine antenna. Install eight outdoor equipment cabinets inside a new 745 sq. foot block enclosure. Install new 200-amp meter electrical panel and provide new landscaping. This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. The items below require corre·ction, clarification or additional information before this plan check can be approved for permit issuance. COMMENTS -Additional comments made shall be generated by response on revised set. A1.1 Revise note# 13 shown under 'Enlarged Equipment and Antenna Plan Keynotes' to read as follows: Provide fire extinguisher rated at 2A-10BC. Current note does not indicate BC rating of fire extinguisher. A-1.1 and A1.2 Add note under "Fire Department Note" section that reads: The NFPA 704 Placard installed on metal access gate shall be minimum size of 12 x 12 inches with Reflective background and marked as follows: Health = 3, Flammability = 0, Reactivity = 1, Special = W Recommend Approval -RS Structural Calculations with Foundation Design For: 45'-0" TALL RFTRANSPARENT MONOEUC U.S. PATENT# 7616170 Location: OMWD OPS CENTER (NS0028) 1966 OLIVENHAIN ROAD CARLSBAD, CA 92009 SAN DIEGO COUNTY Prepared For: at&t Dated: AUG 16 2013 May 31, 2013 Revised August 23, 2010 Revised September 10, 2010 Revised May 31, 2013 Revised August 16, 2013 Solar Communication International, Inc. 8885 Rio San Diego Drive, Suite 207 San Diego, CA 92108 phone 619.243.2750 fax 619.243.2749 www.RFTransparent.com RE-CEIVED AUG'26 2013 CITY OF CARLSBAD BUILDING DIVISION J, JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET Page 1 of 42 DESIGNED: JSP CHECKED:TPH OF PROJECT: OMWD OPS CENTER Design Criteria: Code: Structural design is based on the California Building Code, 2010 Edition (2009 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 Topographic category: 1 Crest height: 0 ft Ice: None per the TIA-222-G standard Seismic: Seismic loads are based on the California Building Code, 2010 Edition (2009 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 = 4.4 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 similar 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 calculations 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 members. PROJECT: OMWD OPS CENTER Structural Steel: JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET Page 2 of 42 .. DESIGNED: JSP CHECKED:TPH OF 1 All 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 ASTM A572 Gr. 65 (65 ksi}, 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. B (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 per ASTM F1554 Gr. 55, U.N.O. 5 All 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 All structural shapes shall be produced using the pultrusion process. 2 All cut edges and holes shall 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 Fireboltbolts and nuts shall be tightened to snug tight and turned an additional 1/2 turn and locked with epoxy. Foundation / 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, latest 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 steel shall be per ASTM A615 Gr. 60, U.N.O. 5 Foundation design is based upon the project soils report prepared by: TORO INTERNATIONAL PROJECT NUMBER: 08-117.4 DATE: 6/7/2010 6 Approximate concrete volume for drilled pier foundation= 14.2 cubic yards $ Ys, ~~~NCH ES BOTTOM OF BRANCHES 15'-o" RFTRANSPARENT BARK TO TOP PROVIDED BY SCI, INC. $ GROUND LEVEL o'-o" ,~::3~~~ ,_lo i5i5i5i5 zzZz <C <C <C <C a:: a:: 0::: n::: CD CD 00 CJ b;: QO -<-"'-:1 'y _I _I V i.o OCl ;2 ~~~ m C.O N -.____.-.;;t-n ~~ ~ C.~. 0,: PANEL ANTENNAS 39 -0 A.G.L. tL STEEL 39•:::o" A.G.L. 6"Wx12"H UNREINFORCED ACCESS PORT ± 5'-0" BELOW CARRIER, TYP. OF ~ ~ 12 3/4" 0.D. x 0.375" ~ WALL, UPPER TRUNK, TYP. OF (3) $ t/ MAIN TRUNK 18' -0" A.G.L. NOTE: SEE DETAIL 2/S2 FOR UPPER TRUNK SPACING AND MAX BRANCH DIAMETER (12) 78" X 12" X 7.8" PANEL ANTENNA w/ (3) SURGE SUPPRESSORS & (24) RRU 30" O.D. x 0.375" WALL MAIN TRUNK REINFORCED ACCESS PORTS PER DETAIL 8/S2 BASE PLATE PER DETAIL 9/S2 DRILLED PIER FOUNDATION PER SHEET S3 I . '1J ~ c.. m ~ 0 s: ~ 0 0 "U en (") m z -I m ;::o c.. en 0 C Ill :i:: ?:j z m m ~ f? -I oc 01 _. ~g --01 ->. I c.,:,c.,:, c.,:, 0) I _. 0 _. 0 -n c,O :i::m m~ 0 G') " z mm 'U !=?!=? Ill ca -I c.... (D "U (/) (,) :c "U 2. .r,.. I\) PROJECT: OMWD OPS CENTER Elevations Top of Branches .45 ft 1--------1 Top of Upper Trunks 38 ft Bend in Upper Trunks . 28 · ft Transition to Lower Trunk 18 · ft Bottom of Branches .·15 . ft Number of Upper Trunks .___3 ____ : .... Dimensions Target Branch Density! 3A I branches/ft IYQg Number Unit Weight 3' Antenna CovermO · 5 4'-5' Top Crown Branches ' . 9. · : 15 6' Branches 6 20 8' Branches · 42 24 1 O' Branches 33 26 Number of Branchs Resulting Branch Density Upper Trunk Diameter Maximum Branch Diameter 81 3.52 , 10 '23.5,8 Nominal Diameter I branches/ft ft ft Size Page 4 of 42 "' JOB NO.: U1085-336-101 DESIGNED: JSP DATE: 05/31/13 CHECKED: TPH SHEET OF Weight {lbs) 0 135 120 1008 858 2121 OK Weight lb/ft 50 45 40 Pro ortions 10% < 35 50% 40%, ------;· 30 25 Diameter in 20 Top Upper Trunk· 10 10.75x0.365 · 40.48 10.75 Bottom Upper Trunk 12 12.75x0.375 49.56 12,75 15 Lower Trunk . -30, 30x0.375 ,118.6 · ·_30 Loads Len th Area Centroid 10 Top Upper Trunk 10, 9.0 33 Bottom Upper Trunk 11.18" 11:!:! 23 Lower Trunk · . 17,. 42.5 9, 5 Transition Pipe 4 ·0.0. 19 Branches (Tapered Section) . 161.5 25.2 Branches (Top Section) 303.2 36.3', 0 Branches (Total) . 509:0 31:3 -15 -10 -5 0 5 10 15 Wind Area Reduction I 0.616 ~ Page5of42 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (4) 6' x 12" x 8" Panel w/ Mount Pipe 39 Top Trunk Self Weight Offset 33 12'-0" T-Ann 39 Branches (Tapered Section) 25.2 39 Bottom Upper Trunk 23 39 Bottom Trunk Self Weight Offset 23 36.3 19 33 38.0ft MATERIAL STRENGTH / Fu I GRADE j Fy Fu I I rowER~gfs·1~N 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 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 0.00 ft 7. TOWER RATING: 70.4% ,5 ~ "' 0 "l "' 0 ,._ ':l ;< ,._ "' 0 a: 28.( ft 0 ,5 ~ "' 0 "l "' ,._ 0 "' ':l "' "' "' "' a: ALL REACTIONS ARE FACTORED 20.( ft AXIAL ,5 3358/b ~ 0 0 "l "' 0 q "' SHEARffi MOMEMT ~ "' ;< a: 4633 lb 88736 lb-ft 18.( ft u, TORQUE 27838 lb-ft "' ..,. "' REACTIONS -85 mph WIND g :0 ;. C: ,g, " .E ~ 11 .., g, " ~ l!! ~ en en (!) µob: OMWD OPS CENTER -Upper Trunk Project: U1085-336-101 Client: Solar Communications International, Incl Drawn by: App'd: Phone: Code: TIA-222-G /Date:05/31/13 Scale: f\ FAX: Path: ... ~ Dwg No. ~~,--" ,., -, ~ l Job Paftge 6of42 f tnxTower OMWD OPS CENTER -Upper Trunk 1 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Pho11e: Solar Communications International, Inc. FAX: 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 85 mph. Structure Class II. Exposure Category 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. Designed by Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. PQl·e Se.ctlQn Geom,~try Section Elevation Section Pole Pole Socket Length Le11gth Size Grade ft ft t Ll 38.00-28.00 10.00 Pl0x.365 13th A53-B-35 (35 ksi) L2 28.00-20.00 8.00 Pl2x.375 13th A53-B-35 (35 ksi) L3 20.00-18.00 2.00 PlOx.500 13th A53-B-35 35 ksi Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mutt. Double A11gle Double A11gle Elevatio11 Area Thickness At Factor Stitch Bolt Stitch Bolt (per face) A, Spaci11g Spaci11g Diago11als Horizo11tals ft ft2 ill ill ill Ll 38.00-28.00 0 0 1 L2 28.00-20.00 0 0 1 L3 20.00-18.00 0 0 1 . Feed Line/Li-near Appurtenances '! Entered As. Area.· Descriptio11 Face Allow Compo11e11t Placeme11t Total CAAA Weight or Shield Type Number Le ft 'rid If AVA7-50 (1-5/8 LOW C No Inside Pole 38.00 -18.00 12 No Ice 0.00 0.72 DENSlFOAM) I I I Job Paftge 7 of 42 tnxTower OMWD OPS CENTER -Upper Trunk 2 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: L . f~f3-cl: L,.ine/LJnear Aee1.1rt.~n~r1<;e$ ·$.e.cJiQli· Ar~a.~ ., · :-· :I ", ,, Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face fi r t2 r r lb L1 38.00-28.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 86.40 L2 28.00-20.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 69.12 L3 20.00-18.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 17.28 1·. St,i:e,dfn:g fa:ct4tKa; ;I Tower Feed Line Description Feed Line K. Ka Section Record No. Se ment Elev. Nolce Ice " Vser ,Defined' 1L:Qads: t: ,. : • · ', V'' .:I Description Elevation Offeet Azimuth Weight Fx F, Wind Force CAAc From Angle Centroid t t 0 lb lb lb lb r Top Upper Trunk 33.00 -5.00 0.0000 No Ice 404.80 0.00 0.00 104.21 5.38 Service 404.80 0.00 0.00 46.42 5.38 Bottom Upper Trunk 23.00 -2.50 0.0000 Noice 554.10 0.00 0.00 128.00 7.13 Service 554.10 0.00 0.00 57.05 7.13 Transition Pipe 19.00 0.00 0.0000 No Ice 198.20 0.00 0.00 0.00 0.00 Service 198.24 0.00 0.00 0.00 0.00 Branches (Tapered Section) 25.20 -6.40 0.0000 Noice 224.30 0.00 0.00 607.05 33.17 Service 224.33 0.00 0.00 270.62 33.17 Branches (Top Section) 36.30 -8.40 0.0000 No Ice 421.20 0.00 0.00 1230.62 62.27 Service 421.18 0.00 0.00 548.66 62.27 Top Trunk Self Weight Offset 33.00 0.00 0.0000 No Ice -404.80 0.00 0.00 0.00 0.00 Service -404.80 0.00 0.00 0.00 0.00 Bottom Trunk SelfWeight 23.00 0.00 0.0000 No Ice -554.10 0.00 0.00 0.00 0.00 Offset Service -554.10 0.00 0.00 0.00 0.00 Discrete fcp..ver::~o~d~. ,,, , .. .,,, _, .:I ., . ... ... .. , ~ ' Description Face Offeet Offeets: Azimuth Placement CAA,, CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft Jt2 Jt2 lb ft t (4) 6' x 12" x 8" Panel w/ C From Face 3.00 0.0000 39.00 No Ice 8.40 7.29 105.90 Mount Pipe 0.00 0.00 Job Paftge 8 of 42 ' tnxTower OMWD OPS CENTER -Upper Trunk 3 of 11 Project Date Uto85-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft Jt2 Jt2 lb ft t 12'-0" T-Ann C From Face 3.00 0.0000 39.00 No Ice 4.20 4.20 220.00 0.00 0.00 (8) Generic RRU C From Face 3.00 0.0000 39.00 No Ice 1.40 0.70 30.00 0.00 0.00 Surge Suppressor w/ Mount C From Face 3.00 0.0000 39.00 No Ice 2.45 2.45 48.25 Pipe 0.00 0.00 . Tow~r Pressures -No tee GH=J.100 Section z Kz q, Ao F AF AR A1,8 Leg CAAA CAAA Elevation a % 111 Out C Face Face ft ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 38.00-28.00 33.00 1.002 18 8.958 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 28.00-20.00 24.00 0.937 16 8.500 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 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 Tower Pr~$$Ur~ .. $erv1:ce GH=J.100 Section z Ki q, Ao F AF AR A1,8 Leg CAAA CAAA Elevation a % 111 Out C Face Face ft ft psf ft2 e ft2 f t2 ft2 ft2 ft2 Ll 38.00-28.00 33.00 1.002 8 8.958 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 28.00-20.00 24.00 0.937 7 8.500 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 I Job Paftge 9 of 42 tnxTower OMWD OPS CENTER -Upper Trunk 4 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: I .. . . . .. ,:',, ',>:,: ~-J Section Add Self F e CF qz DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ff lb plf Ll 86.40 377.78 A 0 0.6 18 1 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 69.12 369.87 A 0 0.6 16 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 17.28 102.25 A 0 0.6 16 1 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 1· Section Add Self F e CF qz DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ff lb plf Ll 86.40 377.78 A 0 0.6 18 1 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.6 I 1 0.000 C 0 0.6 1 1 0.000 L2 69.12 369.87 A 0 0.6 16 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 17.28 102.25 A 0 0.6 16 1 I 0.000 0.00 0.00 C 20.00-18.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 Section Add Self F e CF qz DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ff lb p[f LI 86.40 377.78 A 0 0.6 18 1 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 69.12 369.87 A 0 0.6 16 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L3 17.28 102.25 A 0 0.6 16 1 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.6 1 1 0.000 C 0 0.6 I 1 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 tnxTower Job Paftge 1 o of 42 ' OMWD OPS CENTER -Upper Trunk 5 of 11 Project Date U 1085-336-1 01 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Tower Forces. 'Service-Wind Normal to Face I Section Add Self F e CF q, DF DR AE F w Ctrl. Elevation Weight Weight a Face C psf ft lb lb e ff lb TJlf Ll 86.40 377.78 A 0 0.714 8 1 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.714 1 1 0.000 C 0 0.714 1 1 0.000 L2 69.12 369.87 A 0 0.622 7 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.622 1 1 0.000 C 0 0.622 1 1 0.000 L3 17.28 102.25 A 0 0.756 7 1 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.756 1 1 0.000 C 0 0.756 1 1 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 Tower Forc~s-Service -Wind 60 To F a~e I Section Add Self F e CF q, DF Dn AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ft2 lb TJlf L1 86.40 377.78 A 0 0.714 8 1 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.714 1 1 0.000 C 0 0.714 1 1 0.000 L2 69.12 369.87 A 0 0.622 7 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.622 1 1 0.000 C 0 0.622 1 1 0.000 L3 17.28 102.25 A 0 0.756 7 1 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.756 1 1 0.000 C 0 0.756 1 1 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 .. tow~r.Fc:;rces -Service -Wind 9.(> To Faere · J Section Add Self F e CF q, DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ff lb TJlf L1 86.40 377.78 A 0 0.714 8 1 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.714 1 1 0.000 C 0 0.714 1 1 0.000 L2 69.12 369.87 A 0 0.622 7 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.622 1 1 0.000 C 0 0.622 1 1 0.000 L3 17.28 102.25 A 0 0.756 7 l 1 0.000 0.00 0.00 C I Job P~e 11 of42 tnxTower OMWD OPS CENTER -Upper Trunk 6 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Pho11e: Solar Communications International, Inc. Designed by FAX: Section Add Self F Elevatio11 Weight Weight a C ft lb lb e 20.00-18.00 B C Sum Weight: 172.80 849.90 Descriptio11 Aiming Weight Azimuth 0 lb 6' x 12" x 8" Panel w/ 180.0000 423.60 Mount Pipe 12'-0" T-Ann 180.0000 220.00 .Generic RRU 180.0000 240.00 Surge Suppressor w/ 180.0000 48.25 Mount Pipe Sum 931.85 Weight: Description Aiming Weight Azimuth 6' x 12" x 8" Panel w/ Mount Pipe 12'-0" T-Ann GenericRRU Surge Suppressor w/ MountPipe Load Case Leg Weight Bracing Weight Total Member Self-Weight Total Weight Wind O deg -No Ice Wind 90 deg -No Ice Wind 180deg-Nolce Total Weight Wind O deg -Service Wind 90 deg -Service 0 lb 180.0000 423.60 180.0000 220.00 180.0000 240.00 180.0000 48.25 Sum 931.85 Weight: Vertical Forces e CF q, psf 0 0.756 0 0.756 O.ffeetx O.ffeet, ft ft 0.00 3.45 0.00 3.45 0.00 3.45 0.00 3.45 O.ffeetx O.ffeet, ft ft 0.00 3.45 0.00 3.45 0.00 3.45 0.00 3.45 DF 1 1 z ft 39.00 39.00 39.00 39.00 z ft 39.00 39.00 39.00 39.00 DR AE rr 1 0.000 1 0.000 OTM 0.00 lb-ft K, 1.038 1.038 1.038 1.038 K, 1.038 1.038 1.038 1.038 Sum of Overtunting Moments,Mx q, psf q, psf F w Ctr!. Face lb plf 0.00 CAAc CAAc Front Side rt1 fr 18 33.60 29.17 18 4.20 4.20 18 11.20 5.60 18 2.45 2.45 . CAAc CAAc Front Side fr ft! 8 33.60 29.17 8 4.20 4.20 8 11.20 5.60 8 2.45 2.45 Sum of Sum of Torques Overtuming Mome11ts,M, lb-t ...,,,,..,.,,,,..,..,._"'"......,...,-t,,,,,.,...~ ~=:-:t:--=~=:-:1 11595.79 0.00 11595.79 0.00 -34841.83 0.00 11595.79 -43055.73 58033.42 0.00 :-:~-11595.79 0.00 " ~, ''F\' ,~ ,~-,.. -~t -1290.94 -9106.69 0.00 0.00 0.00 11595.79 -19194.76 7737.38 , .. I . : ; :-·,, :. : .. :.::': tnxTower Job Project Client Phone: FAX: Load Vertical Case Forces lb Wind 180 de -Service Comb. No. 1 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 90 deg -No Ice 5 0.9 Dead+ 1.6 Wind 90 deg -No Ice 6 1.2 Dead+ 1.6 Wind 180 deg-No Ice 7 0.9 Dead+l.6 Wind 180 deg-No Ice 8 Dead+Wind O deg-Service 9 Dead+Wind 90 deg -Service 10 Dead+Wind 180 de~ -Service Section Elevation Component No. ft Type Ll 38-28 Pole L2 28-20 Pole L3 20-18 Pole Location Condition Gov. Load Comb. P~e 12 of42 . OMWD OPS CENTER -Upper Trunk 7 of 11 Date U1085-336-101 09:43:31 05/31/13 Solar Communications International, Inc. Designed by Sum of Sum of Sum of Sum of Sum of Torques Forces Forces Overtuming Overtumillg X z Moments,Mx Moments,M, lb lb lb-t lb- 0.00 1290.94 32298.27 Load Combinations Description · Maximum Member Force$ Condition Gov. Axial Major Axis Load Moment Comb. lb lbif!. Max Tension 1 0.00 0.00 Max. Compression 2 -2151.25 0.00 Max.Mx 4 -2147.36 -29087.67 Max.My 6 -2132.08 0.00 Max. Vy 4 3224.73 -16186.11 Max. Vx 6 3492.67 0.00 Max. Torque 4 Max Tension 1 0.00 0.00 Max. Compression 2 -2961.46 0.00 Max.Mx 4 -2959.97 -60502.78 Max.My 6 -2953.72 0.00 Max. Vy 4 4392.08 -51721.93 Max. Vx 6 4654.93 0.00 Max. Torque 4 Max Tension 1 0.00 0.00 Max. Compression 2 -3354.49 0.00 Max.Mx 4 -3354.20 -69269.69 Max.My 6 -3352.86 0.00 Max. Vy 4 4383.03 -64888.39 Max. Vx 6 4642.88 0.00 Max. Torque 4 · Maximum ~eactions Vertical lb Horizontal, X lb Horizontal, Z lb 0.00 Minor Axis Moment lb-fl 0.00 21358.75 -10591.77 -42562.23 -10472.15 -28604.93 -21103.76 0.00 51414.21 -14042.07 -79456.01 -14031.49 -70156.94 -27838.67 0.00 60689.36 -14028.09 -88735.58 -14038.80 -84098.77 -27837.63 lb- 0.00 ·I I . Job P~e 13 of42 tnxTower OMWD OPS CENTER -Upper Trunk 8 of 11 Project Date U 1 085-336-1 01 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 2 3357.90 0.00 4633.14 Max.Rx 10 2798.25 0.00 -1290.89 Max.Hz 3 2518.43 0.00 4633.15 Max.Mx 3 64111.49 0.00 4633.15 Max.Mz 4 69271.13 -4375.54 -0.00 Max. Torsion 1 0.00 0.00 0.02 Min. Vert 7 2518.43 0.00 -4633,12 Min. Hx 5 2518.43 -4375.54 -0.00 Min.Hz 6 3357.90 0.00 -4633.20 Min.Mx 6 -88735.58 0.00 -4633.20 Min.Mz 1 0.00 0.00 0.02 Min. Torsion 4 -27837.66 -4375.54 -0.00 I T,ower Mast Reacti:011 ·$Umm~ry:. . ,. 'I Load Vertical Shearx Shear. Overtuming Overtuming Torque Combination }.;foment,Mx Moment,Mz lb lb lb lb-ft lb-ft lb-ft Dead Only 2798.25 0.00 -0.02 11672.24 0.00 0.00 1.2 Dead+l.6 Wind0 deg-No 3357.90 0.00 -4633.14 -60689.36 0.00 0.00 Ice 0.9 Dead+ 1.6 Wind 0 deg -No 2518.43 0.00 -4633.15 -64111.49 0.00 0.00 Ice 1.2 Dead+ 1.6 Wind 90 deg -No 3357.90 4375.54 0.00 14020.50 -69271.13 27837.66 Ice 0.9 Dead+ 1.6 Wind 90 deg -No 2518.43 4375.54 0.00 10494.55 -69174.19 27818.88 Ice 1.2 Dead+ 1.6 Wind 180 deg -3357.90 0.00 4633.20 88735.58 0.00 0.00 No Ice 0.9 Dead+ 1.6 Wind 180 deg -2518.43 0.00 4633.12 85103.34 0.00 0.00 No Ice Dead+Wind 0 deg -Service 2798.25 0.00 -1290.93 -9126.73 0.00 0.00 Dead+Wind 90 deg -Service 2798.25 1219.14 -0.00 11672.20 -19283.96 7754.71 Dead+Wind 180 de~ -Service 2798.25 0.00 1290.89 32470.81 0.00 0.00 I . SohJtiori Scuri.'mary ·:·. ·:·:j Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -2798.25 0.00 0.00 2798.25 0.02 0.001% 2 0.00 -3357.90 -4633.21 0.00 3357.90 4633.14 0.001% 3 0.00 -2518.43 -4633.21 0.00 2518.43 4633.15 0.001% 4 4375.54 -3357.90 0.00 -4375.54 3357.90 -0.00 0.000% 5 4375.54 -2518.43 0.00 -4375.54 2518.43 -0.00 0.000% 6 0.00 -3357.90 4633.21 0.00 3357.90 -4633.20 0.000% 7 0.00 -2518.43 4633.21 0.00 2518.43 -4633.12 0.002% 8 0.00 -2798.25 -1290.94 0.00 2798.25 1290.93 0.000% 9 1219.14 -2798.25 0.00 -1219.14 2798.25 0.00 0.000% 10 0.00 -2798.25 1290.94 0.00 2798.25 -1290.89 0.001% tnxTower Job P~e14of42 OMWD OPS CENTER -Upper Trunk 9 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: . Solar Communications International, Inc. FAX: I N.or1-Linear Convergence Res·ults I Load Converged? Number Displacement Force Combination o[CJ:_cles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 6 0.00000001 0.00011033 3 Yes 6 0.00000001 0.00009622 4 Yes 9 0.00000001 0.00000001 5 Yes 9 0.00000001 0.00000001 6 Yes 7 0.00000001 0.00000001 7 Yes 6 0.00000001 0.00014577 8 Yes 6 0.00000001 0.00000001 9 Yes 8 0.00000001 0.00000001 10 Yes 6 0.00000001 0.00012946 · Maximum Tower Deflections -Service ·Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load t ill Comb. 0 0 Ll 38 -28 1.247 10 0.5091 0.2297 L2 28-20 0.356 10 0.2942 0.1082 L3 20-18 0.019 10 0.0891 0.0287 Critical: Deflection$ and Radius of Curvatµre -·service Wind' Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature t Comb. ill 0 0 ft 39.00 (4) 6' x 12" x 8" Panel w/ Mount 10 1.247 0.5091 0.2297 3876 Pipe 36.30 Branches (Top Section) 10 1.079 0.4708 0.2070 3876 33.00 Top Upper Trunk 10 0.763 0.3977 0.1644 3876 25.20 Branches (Tapered Section) 10 0.189 0.2393 0.0828 1830 23.00 Bottom Upper Trunk 10 0.094 0.1879 0.0626 1790 19.00 Transition Pipe 10 0.008 0.0460 0.0148 1790 Maximum Tower Deflectio.ns .;. .Design Wi·nd 1, Section Elevation Horz. Gov. Tilt Twist No. Deflection Load in Comb. 0 0 L1 38 -28 3.136 6 1.2100 0.8242 L2 28 -20 0.939 6 0.7627 0.3885 L3 20-18 0.051 6 0.2404 0.1030 1:· Elevatio11 ft 39.00 36.30 33.00 25.20 23.00 19.00 I . Section No. 1: :· L1 L2 L3 Section No. Ll L2 L3 Sectio11 No. Ll L2 L3 mxTower Job P~e 15of42 OMWD OPS CENTER -Upper Trunk 10 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Plzo11e: Solar Communications International, Inc. FAX: · • Critic~I D~flec,tions ~11~ R~cltujr:of-G·fJr:yatur~\ D~sigrfJNin:c.i · " . ,.,, " . Appurte11ance ( 4) 6' x 12" x 8" Panel w/ Mount Pipe Branches (Top Section) Top Upper Trunk Branches (Tapered Section) Elevatio11 ft 38-28 (1) 28 -20 (2) 20-18(3) Elevatio11 ft 38-28(1) 28 -20 (2) 20 -18 (3) Elevatio11 ft 38 -28 (1) 28 -20 (2) 20-18 (3) Bottom Upper Trunk Transition Pi2e Size Pl0x.365 13th Pl2x.375 13th Pl0x.500 13th Size Pl0x.365 13th Pl2x.375 13th Pl0x.500 13th Size PlOx.365 13th P12x.375 13th Pl0x.500 13th Gov. Deflection Tilt Twist Radius of Load Curvature Comb. i11 0 0 ft 6 3.136 1.2100 0.8242 1758 6 2.724 1.1333 0.7430 1758 6 1.952 0.9848 0.5901 1758 6 0.507 0.6332 0.2971 756 6 0.255 0.5027 0.2246 701 6 0.021 0.i243 0.0530 701 ---------· ---I .. .... . ... ·.:: L Lu Kllr A Pu <j>P,, Ratio Pu lb <j>P,, ft ft . ' lb ur 10.00 20.00 130.3 11.1020 -2132.08 146582.00 0,015 8.00 20.00 109.4 13.5872 -2953.72 231870.00 0.013 2.00 20.00 131.9 15.0247 -3352.86 194353.00 0.017 Pol~ 8~nd,nif P~s)gr1 bata: .. ' :·:1 Mux <j>M,,. Ratio Muy <j>M,,y Ratio Mux Muy lb-ft lb-ft pM,,,, lb-ft lb-ft pM,,. 42562.25 96606.67 0.441 0.00 96606.67 0.000 79456.00 140828.33 0.564 0.00 140828.33 0.000 88735.83 129207.50 0.687 0.00 129207.50 0.000 J>91~' Sh~ar O~$tg11.JP~t~ :: . :·:· .,, ,_,, .. Actual <j>V,, Ratio Actual <j>T,, Ratio Vu Vu Tu Tu lb lb ~v,. lb-ft lb-ft pT,, 3487.30 174856.00 0.020 0.00 147061.67 0.000 4647.83 213998.00 0.022 0.00 215275.00 0.000 4636.85 236640.00 0.020 0.00 194443.33 0.000 tnxTower Job P~e 16 of42 ' OMWD OPS CENTER -Upper Trunk 11 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Pole Interaction Design '.D~ta Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu M,,, Muy Vu Tu Stress Stress ft P,, M,,x M,,v v,, T,, Ratio Ratio L1 38 -28 (1) 0,015 0.441 0.000 0.020 0.000 0.456 1.000 4.8.2 ,/ L2 28 -20 (2) 0.013 0.564 0.000 0.022 0.000 0.577 1.000 4.8.2 ,/ ,/ L3 20 -18 (3) 0.017 0.687 0.000 0.020 0.000 0.704 1.000 4.8.2 ,/ ,/ . Secti:on Capaci.ty Table Section Elevation Component Size Critical p oPauow % Pass No. ft Type Element lb lb Capacity Fail Ll 38 -28 Pole Pl0x.365 13th 1 -2132.08 146582.00 45.6 Pass L2 28-20 Pole P12x.375 13th 2 -2953.72 231870.00 57.7 Pass L3 20-18 Pole Pl0x.500 13th 3 -3352.86 194353.00 70.4 Pass Summary Pole (L3) 70.4 Pass RATING= 70.4 Pass Program Version 6.0.0.8 -9/7/2011 File:N:/2010 Projects/Ul085 SCI/U1085-336-101 OMWD Ops Center (CA, 45' MonoEuc, G)/Engineering/TNX Tower/OMWD UPPER TRUNK.eri g C: 0 38 0 .2 28.0 -ca ~ jjj -1--1-.J. I I I I I J I Deflection (in) 0.5 1 L--~-J-L-L--~-L-L-~ I I I I I 1 I I I I I I I I I I I I I '· 20.0 I I I I I I I I _I_I _ l -I ---,-I i -I - I I I I I I I 18.0 0 0.5 1.5 1.5 TIA-222-G -Service -60 mph Maximum Values Page 17 of 42 0 0 Tilt (deg) Twist (deg) 0.1 0.15 0.2 0.25 8.00 I _ _I__L_L _ _I__ I I I I I __ L_L _ _I_ _ I I I I I I o.5 0. I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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_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 Lill I I I I I I I I I I I I I I I I I I I I I I I I I I I I JJJJ _ Llll lJJJ I I I I I I I I 8.00 0.5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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_J __ 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 J J J J __ I_LL L _LL Ll I I I I I I I I I I I I I I I I I I I I I I I I I I I I lJJJ_0.00 I I I I I I I I I I I I I I I I I I 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 0.1 0.15 0.2 0.25 ob: OMWD OPS CENTER· Upper Trunk Project U1085-336·101 Client: Solar Communications International, incl Drawn by: App'd: Phone: Code: TIA-222-G IDate:05/31/13 Scale: I\ FAX: Path: ·---, Dwg No. "' .,, ;., .... ~· -~--A•~-' ' g C .2 28.0 ,a a; w 20.0 18.0 ----Vx ----Vz Global Mast Shear (lb) 5000 I ------J-------L--------_,_ ------ 1 I I I I I I I I I ------7 -------I-------I -------,---- I J I I I I I 5000 0 0 Mx Mz Page 18 of 42 Global Mast Moment (lb-ft) 50000 I I 100000 38.00 ---1----l ---l. ---1-------..L --,... 1----1--,... -l -... -28.00 I I I I I I I I I I I I I I I I I ---1---I -... -l ---I-------J I I 50000 18.00 100000 ob: OMWD OPS CENTER -Upper Trunk Project: U1085,336-101 Client: Solar Communications International, incl Drawn by: Phone: Code: TIA-222-G I Date: 05/31 /13 FAX: Path: -,. App'd: Scale: I\ Dwg No. t: ,g -~ :;l (/J (/J 0 q ~ g ,g t: .3 18.0ft 1&!L "' ~ :,;I :0 C " :i: -0 f I!! (.!) [10 ITT Page 19 of 42 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (4) 6' x 12' x 8' Panel w/ Mount Pipe 40 Surge Suppressor wt Mount Pipe 40 (4) 6' x 12" x 8" Panel w/ Mount Pipe 40 Surge Suppressor w/ Mount Pipe 40 (4) 6' x 12" x 8" Panel w/ Mount Pipe 40 Top Upper Trunk 1 33 12'-0" T-Arm 40 Top Upper Trunk 2 33 12'-0" T-Ann 40 Top Upper Trunk 3 33 12'-0' T-Arm 40 Branches 31.3 (8) Generic RRU 40 Bottom Upper Trunk 2 23 (8) Generic !3RU 40 Bottom Upper Trunk 3 23 (8) Generic RRU 40 Bottom Upper Trunk 1 23 Surge Suppressor w/ Mount Pipe 40 Transition Pipes 19 MATERIAL STRENGTH Fy I Fu I GRADE I Fy Fu 63 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 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 0.00 ft 7. TOWER RATING: 59% 0 ALL REACTIONS ARE FACTORED AXIAL 12955/b SHEAR ~ MOMENT 15041 tb_l_J \ 469374/b-ft REACTIONS -85 mph WIND uob: OMWD OPS Center -Lower Trunk Project: U1085-336-101 Client: Solar Communications International! Drawn by: Phone: Code: TIA-222-G IDate:05/31/13 FAX: Path: .... " 'I'!""._~.,,_, I " ·-··, App'd: Scale: I\ Dwg No. I Job tnxTower OMWD OPS Center -Lower Trunk Project U1085-336-101 Client Phone: Solar Communications International FAX: Tower lnp~~-b~ta 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 85 mph. Structure Class II. Exposure Category 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. P~e20of42 1 1 of 10 Date 09:32:12 05/31/13 Designed by Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Section Elevation Ll 18.00-1.00 Tower Gusset Elevation Area (per face) t t2 Ll 18.00-1.00 Section Length ft Pole Size Pole Grade Socket Length Gusset Thickness in 17.00 P30x3/8 A53-B-35 35 ksi ft Gusset Grade Adjust. Factor Adjust. Weight Mult. A1 Factor Ar Monopole Base Plate Data Base Plate Data Base plate is square Base plate is grouted Anchor bolt grade Anchor bolt size Number of bolts Embedment length fc Grout space Base plate grade Base plate thickness Bolt circle diameter Outer diameter Inner diameter ...J " Fl554-55 2.0000 in 8 60.0000 in 4ksi 3.0000 in A572-50 2.0000in 40.0000 in 42.0000 in 30.1250 in Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals ill I -I . Job tnxTower OMWD OPS Center -Lower Trunk Phone: FAX: Description AVA7-50 (1-5/8 LOW DENSI.FOAM) · Tower Section Ll Tower Elevatio11 ft 18.00-1.00 Face or Le C I: Tower Feed Line Section . Record No. r Description Upper Trunk (1) Upper Trunk (2) U:pper Trunk (3) Branches ,-, Project U 1 085-336-1 01 Client Solar Communications International Allow Shield No Face A B C Base Plate Data Comer clippled Base plate type Bolts per stiffener Stiffener thickness Stiffener height Component Placement Type t Inside Pole 16.00-1.00 AR AF CAAA lnFace f f t2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8.0000 in Stiffened Plate 1 0.7500 in 11.0000 in Total Number 36 Noice CAAA Out Face ff 0,000 0.000 0.000 :shietdtns FaQfQr·:~~::·::~· CAAA ft% 0.00 Weight lb 0.00 0.00 388.80 Description Feed Line Ka Ka Se ment Elev . No Ice Ice JJs~r Qefine~tt-<>a.:cJ~ _ Elevatio11 Offset Azimuth Weight ·Fx From Angle Centroid t t 0 lb lb 28.00 4.00 0.0000 Noice 668.00 0.00 Service 668.00 0.00 28.00 4.00 120.0000 No Ice 668.00 0.00 Service 668.00 0.00 28.00 4.00 240.0000 Noice 668.00 0.00 Service 668.00 0.00 32.00 0.00 0.0000 No Ice 2121.00 0.00 Service 2121.00 0.00 · Oiscrete. rower Loads::··: '_, , , ' ' ' , , , h ,,, , ', ,~ ' , , ,, , , , F, lb P~e21 of42 2 of 10 Date 09:32:12 05/31/13 Designed by Weight 0.72 ,,., ... .. :I J Wind Force CAAc lb f 0.00 238.57 12.75 0.00 106.36 12.75 0.00 238.57 12.75 0.00 106.36 12.75 0.00 238.57 12.75 0.00 106.36 12.75 0.00 6468.05 336.09 0.00 2883.59 336.09 Job P~e22df42 i tnxTower OMWD OPS Center -Lower Trunk 3 of 10 Project Date U1085-336-101 09:32:12 05/31/13 Client Designed by Phone: Solar Communications International FAX: Description Face Offset Offsets: Azimuth Placement CAAA CAA,1 Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft2 ft2 lb ft t (4) 6' x 12" x 811 Panel w/ A From Face 3.00 0.0000 40.00 No lee 8.40 7.29 105.90 Mount Pipe 0.00 0.00 (4) 6' x 12" x 8" Panel w/ B From Face 3.00 0.0000 40.00 Noke 8.40 7.29 105.90 Mount.Pipe 0.00 0.00 (4) 6' x 12" x 8" Panel w/ C From Face 3.00 0:0000 40.00 Noke 8.40 7.29 105.90 Mount Pipe 0.00 0.00 12'-0" T-Arm A FroinFace 3.00 0.0000 40.00 No lee 4.20 4.20 220.00 0.00 0.00 12'-0" T-Arm B From Face 3.00 0.0000 40.00 No lee 4.20 4.20 220.00 0.00 0.00 12'-0" T-Arm C From Face 3.00 0.0000 40.00 Noke 4.20 4.20 220.00 0.00 0.00 (8) Generic RRU A From Face 3.00 0.0000 40.00 Noke 1.40 0.70 30.00 0.00 0.00 (8) Generic RRU B From Face 3.00 0.0000 40.00 No lee 1.40 0.70 30.00 0.00 0.00 (8) Generic RRU C From Face 3.00 0.0000 40.00 Noke 1.40 0.70 30.00 0.00 0,00 Surge Suppressor w/ Mount A From Face 3.00 0.0000 40.00 No lee 2.45 2.45 48.25 Pipe 0.00 0.00 Surge Suppressor w/ Mount B From Face 3.00 0.0000 40.00 Noke 2.45 2.45 48.25 Pipe 0.00 0.00 Surge Suppressor w/ Mount C From Face 3.00 0.0000 40.00 No lee 2.45 2.45 48.25 Pipe 0.00 0.00 Tower Pre$sur~s ~. Ne> lcfl · Section z Kz q, Ao F AF AR A1,g Leg CAAA CAAA Elevation a % In Out C Face Face ft ft psf fr e fr fr ft2 ft2 ft2 Ll 18.00-1.00 9.50 0.85 15 42.500 A 0.000 42.500 42.500 100.00 0.000 0.000 B 0.000 42.500 100.00 0.000 0.000 C 0.000 42.500 100.00 0.000 0.000 ' tnxTower Job P~e23of42 OMWD OPS Center -Lower Trunk 4 of 10 Project Date U1085-336-101 09:32:1'2 05/31/13 Client Designed by Phone: Solar Communications International FAX: Gn=1.100 Section z Kz q, Ac F AF AR At,g Leg CAAA CAAA Elevation a % In Out C Face Face ft ft osf fr e fr fr fr fr rr Ll 18.00-1.00 9.50 0.85 7 42.500 A 0.000 42.500 42.500 100.00 0.000 0.000 B 0.000 42.500 100.00 0.000 0.000 C 0.000 42.500 100.00 0.000 0.000 : Tower Forces~ No Ice;. Wind"Normal-To::Face ' , A , ' , A < , ,, >, ,, ,, , , ",, ' , ' ','•: - Section Add Self F e CF q, DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e rr lb olf Ll 18.00-1.00 388.80 2018.94 A 1 0.6 15 1 1 42.500 418.94 24.64 C B 1 0.6 1 1 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 3561.00 418.94 lb-ft r Tower Forces-No,lce ~ Wind ,60:To]=ace: • :---. . ' , ,,' , ' ,, , , ,, , ' ., , , ------~-: ' , ,. , , ,, -" ,, •' ' Sectio11 Add Self F' e CF q, DF DR AE F w Ctr!, Elevation Weight Weight a Face C psf ft lb lb e fr lb p[f Ll 18.00-1.00 388.80 2018.94 A 1 0.6 15 1 1 42.500 418.94 24.64 C B 1 0.6 1 1 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 3561.00 418.94 lb-ft Section Add Self F e CF q, DF DR AE F w Ctr/. Elevatio11 Weight Weight a Face C psf ft lb lb e rr lb olf _ Ll 18.00-1.00 388.80 2018.94 A 1 0.6 1'5 1 1 42.500 418.94 24.64 C B 1 0.6 1 1 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 3561.00 418.94 lb-ft tnxTower Job P~e24of42 ' OMWD OPS Center -Lower Trunk 5 of 10 Project Date U 1085-336-101 09:32:12 05/31/13 Client Designed by Phone: Solar Communications International FAX: Tc;,wer Forces -Service -Wand Normai io Face .. Section Add Self F e CF q, DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e rt2 lb olf LI 18.00-1.00 388.80 2018.94 A 1 0.6 7 1 1 42.500 186.77 10.99 C B 1 0.6 1 1 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 1587.57 186.77 lb-ft . Tower Forc;ies ~ $er:vice -Wing 60 'f c;, Fa~e Section Add Self F e CF q, DF DR AE F w Ctr/. Elevation Weight Weight a Face C psf ft lb lb e ff lb olf Ll 18.00-1.00 388.80 2018.94 A 1 0.6 7 1 1 42.500. 186.77 10.99 C B 1 0.6 1 1 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 1587.57 186.77 lb-ft Tower Forces -Service.,; Wind 90' Tc;, F~c~ Section Add Self F e CF q, DF DR AE F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ft2 lb olf Ll 18.00-1.00 388.80 2018.94 A 1 0.6 7 1 1 42.500 186.77 10.99 C B 1 0.6 1 1 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 1587.57 186.77 lb-ft Force·Tota1s· Load Vertical Sum of Sum of Sumof Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X z Moments,Mx Moments,M, lb lb lb lb-ft lb-ft lb-ft Leg Weight 2018.94 l tnxTower Load Case Bracing Weight Phone: FAX: Total Member Self-Weight Total Weight · Wind O deg -No Ice Wind 90 deg -No Ice Wind 180 deg-No Ice Total Weight Wind O deg -Service Wind 90 deg -Service Wind 180 deg-Service Vertical Forces lb Job Project Client P~e25of42 OMWD OPS Center -Lower Trunk 6 of 10 Date U 1 085-336-1 01 09:32:12 05/31/13 Solar Communications International Designed by Sum of Overtumi11g Mome11ts,Mx lb-t 0.00 0.00 -312225.50 0.00 312225.50 0.00 -139196.51 0.00 139196.51 Sum of Sum of Torques Overtumi11g Mome11ts,M, lb-ft 0,00 -'."" '""i'', ,,,H,',:S",'.''-' 0.00 0.00 -139196.51 0.00 0.00 0.00 Comb. Description No. 1 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 90 deg -No Ice 5 0.9 Dead+ 1.6 Wind 90 deg -No Ice 6 1.2 Dead+ 1.6 Wind 180 deg -No Ice 7 0.9 Dead+l.6 Wind 180 deg-No Ice 8 Dead+Wind O deg -Service 9 Dead+Wind 90 deg -Service 10 Dead+Wind 180 deg-Service I., : ,Ma:,dmuri,t .M·ern~fitforc~s Section Elevation Compo11e11t Condition Gov. A,r:ial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-t Ll 18 -1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 4 -11188.88 -500275.93 0.00 Max.Mx 4 -11188.88 -500275.93 0.00 Max.My 2 -11188.88 0.00 500275.93 Max. Vy 4 15812.26 -500275.93 0.00 Max. Vx 2 -15812.26 0.00 500275.93 I:· -Maxirnµm· Reac.t(c>Q$': ,, , ,ii -',, < < < Location Condition Gov. Vertical Horizontal,X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 4 11193.95 -15808.67 0.00 Max.Rx 10 9328.29 0.00 -4404.89 Max. Hz 3 8395.46 0.00 15808.67 Max.Mx 2 500275.93 0.00 15808.67 Max.Mz 4 500275.93 -15808.67 0.00 Max. Torsion 1 0.00 0.00 0.00 tnxTower Job OMWD OPS Center -Lower Trunk Project U1085-336-101 Client Phone: Solar Communications International FAX: Location Condition Gov. Vertical Horizontal, X Horizo11tal, Z Load lb lb lb Comb. Min. Vert 3 8395.46 0.00 15808.67 Min.Rx 5 8395.46 -15808.67 0.00 Min.Hz 7 8395.46 0.00 -15808.67 Min.M, 6 -500275.93 0.00 -15808.67 Min.Mz 1 0.00 0.00 0.00 Min. Torsion 5 0.00 -15808.67 0.00 iower Mast ReactiQn $ummatI Load Vertical Shearx Shear, Overtuming Overtumi11g Combination Mome11t,Mx Moment,M, lb lb lb lb-ft lb-ft Dead Only 9328.29 0.00 0.00 0.00 0.00 1.2 Dead+l.6 Wind O deg-No 11193.95 0.00 -15808.67 -500275.93 0.00 Ice 0.9 Dead+ 1.6 Wind O deg -No 8395.46 0.00 -15808.67 -500096.08 0.00 Ice 1.2 Dead+l.6 Wind 90 deg-No 11193.95 15808.67 0.00 0.00 -500275.93 Ice 0.9 Dead+ 1.6 Wind 90 deg -No 8395.46 15808.67 0.00 0.00 -500096.08 Ice 1.2 Dead+l.6 Wind 180 deg-11193.95 0.00 15808.67 500275.93 0.00 No lee 0.9 Dead+ 1.6 Wind 180 deg-8395.46 0.00 15808.67 500096.08 0.00 No lee Dead+Wind O deg -Service 9328.29 0.00 -4404.89 -139362.40 0.00 Dead+Wind 90 deg -Service 9328.29 4404.89 0.00 0.00 -139362.40 Dead+Wind 180 deg-Service 9328.29 0.00 4404.89 139362.40 0.00 SolutiQn Summary Sum of Applied Forces Sum of Reactions Load Comb. 1 2 3 4 5 6 7 8 9 10 Load Combination PX lb 0.00 0.00 0.00 15808.67 15808.67 0.00 0.00 0.00 4404.89 0.00 Converged? Yes PY PZ PX PY PZ lb lb lb lb lb -9328.29 0.00 0.00 9328.29 0.00 -11193.95 -15808.67 0.00 11193.95 15808.67 -8395.46 -15808.67 0.00 8395.46 15808.67 -11193.95 0.00 -15808.67 11193.95 0.00 -8395.46 0.00 -15808.67 8395.46 0.00 -11193.95 1-5808.67 0.00 11193.95 -15808.67 -8395.46 15808.67 0.00 8395.46 -15808.67 -9328.29 -4404.89 0.00 9328.29 4404.89 -9328.29 0.00 -4404.89 9328.29 0.00 -9328.29 4404.89 0.00 9328.29 -4404.89 N.on-Linear Convergence Results Number of Cycles 6 Displacement Tolerance 0.00000001 Force Tolera11ce 0.00000001 P-e 26 of 42 ' 7 of 10 Date 09:32:12 05/31/13 Designed by Torque lb-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 %Error 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 1· r "' ' 2 3 4 5 6 7 8 9 10 Section No. Ll Elevation ft 40.00 32.00 28.00 Section No. Ll Elevation ft 40.00 32.00 28.00 tnxTower Job Project Client Phone: FAX: Yes 6 Yes 6 Yes 6 Yes 6 Yes 6 Yes 6 Yes 6 Yes 6 Yes 6 Elevation Horz. Deflection in 18 -1 0.258 Appurtenance ( 4) 6' x 12" x 8" Panel w/ Mount Pipe Branches Upper Trunk (1) Elevation Horz. Deflection 18 -1 0.925 Appurtenance ( 4) 6' x 12" x 811 Panel w/ Mount Pipe Branches Upper Trunk (I) Gov. Load Comb. 8 Gov. Load Comb. 8 8 8 Gov. Load Comb. 2 Gov. Load Comb. 2 2 2 P~e27of42 OMWD OPS Center -Lower Trunk 8 of 10 Date U 1 085-336-1 01 09:32:12 05/31/13 Solar Communications International Designed by 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 Tilt Twist· 0.1293 0.0000 Deflection Tilt Twist Radius of Curvature in 0 0 ft 0.258 0.1293 0.0000 Inf 0.258 0.1293 0.0000 Inf 0.258 0.1293 0.0000 Inf '.J Tilt Twist 0 0.4642 0.0000 Deflection Tilt Twist Radius of Curvature in 0 0 ft 0.925 0.4642 0.0000 Inf 0.925 0.4642 0.0000 Inf 0.925 0.4642 0.0000 Inf tnxTower Plate Thickness ill 2.0000 Sectio11 No. LI Section No. Ll Sectio11 No. Ll Pho11e: FAX: Number A11chorBolt of Anchor Size Bolts ill 8 2.0000 Elevatio11 ft 18-1 (1) Elevation ft 18-1(1) Elevation ft 18-1 (1) Job Project Client Actual Allowable Ratio Bolt Te11sio11 lb 56179.00 132535.94 0.42 Size P30x3/8 Size P30x3/8 Size P30x3/8 P~e28of42 ' OMWD OPS Center -Lower Trunk 9 of 10 Date U1085-336-101 09:32:12 05/31/13 Solar Communications International Designed by Base Plate' Design Data .. Actual Actual Actual Controlling Critical Allowable Allowable Allowable Co11ditio11 Ratio Ratio Ratio Ratio Co11crete Plate Stiffe11er Stress Stress Stress ksi ksi ksi 1.150 25.168 8.297 Plate 0.56 4.080 45.000 45.000 ,/ 0.28 0.56 0.18 Compres~lon Checks .. , Pol_e Design Pata L ft Kllr A Pu $P,, Ratio ft ili2 lb lb P,, 17.00 17.00 39.0 34.9011 -11188.90 1017250.00 0.011 Pole Bending Oesign Data- Mux $M,,x Ratio Muy $M,,y Ratio Mux lvfuy lb-ft lb-ft pM,,x lb-ft lb-ft pM,,v 500275.83 813829.17 0.615 0.00 813829.17 0.000 _ . Po.le: Shear Design Oct.ta Actual $V,, Ratio Actual $T,, Ratio Vu Vu Tu Tu lb lb pV,, lb-ft lb-ft pT,, 15812.30 549693.00 0.029 0.00 1340308.33 0.000 ,, I ... I ,, .I I_ Section No. Ll ,. ' tnxTower Phone: FAX: Elevation ft 18-1(1) Ratio Pu cj>P,, 0.011 Job OMWD OPS Center -Lower Trunk Project U 1 085-336-1 01 Client Solar Communications International • . PoleJ_nte,r~ctiorj D~~,ig11 J)a,t~: ''. Ratio Mw: cj>M,,x 0.615 Ratio Ratio Ratio Comb. Muy Vu Tu Stress cj>M,,v cj>V,, <j>T,, Ratio 0.000 0.029 0.000 0.627 .,.., ... Section, CctpacitY Tabl'e - Allow, Stress Ratio 1.000 Section · Elevation Component Size Critical p @Pal/ow No. ft Type Element lb lb :r.,1 18 -1 Pole P30x3/8 1 -11188.90 1017250.00 Pole (LI) Base Plate RATING= P~e29of42 10 of 10 Date 09:32:12 05/31/13 Designed by Criteria 4.8.2 t,/ % Pass Capacity Fail 62.7 Pass Summary 62.7 Pass 55.9 Pass 62.7 Pass Program Version 6.0.0.8 -917/2011 File:N:/2010 Projects/U1085 SCI/Ul085-336-101 OMWD Ops Center (CA, 45' MonoEuc, G)/Engineering/TNX Tower/OMWD LOWER TRUNK.eri g C 0 i w ----Vx ----Vz 0 .Global Mast Shear {lb) 5000 10000 15000 18.0( ~ I I I I I I I l I I I ~ I l 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' I I I I I I I I I I I ' I I I I I I I I I I I I I I I I I ' I I I I I I I I I I I ·I I I I I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' I I I I I I I I I I I I I I I I I I I I I I ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.01 I I I I I I I I I 0 5000 10000 15000 Mx Mz Page 30 of 42 20000 0 Global Mast Moment {lb-ft) 500000 f=------------------~------118.00 I I I I I I I I I 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 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 I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I I I I 1.00 20000 0 500000 ob: OMWD OPS Center -Lower Trunk Project U1085-336-101 Client: Solar Communications triternatlonall Drawn by: App'd: Phone: Code: TIA-222-G I Date: 05/31/13 Scale: I\ FAX: Path: "" ..... ,11.,,,, Dwg No. 0 0.05 Deflection (in) 0.1 0.15 18.0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 C I I I ' I l I 0 I I I I I ;; I I I I I I I I I I I n, I I I I I I > I I I Q) I I I I iii I 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 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 I I I I I I I I I I I I I I I I I 0 0.05 0.1 0.15 0.2 0.25 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 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 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 r I I I I I I I I I I I I 0.2 0.25 TIA-222-G -Service -60 mph 0 Tilt (deg) 0.05 0.1 -, I 0 0.05 0.1 0.15 0 I I I I I I I I I I I I 0.15 0 Maximum Values Page 31 of 42 Twist (deg) 0.05 I I I I I I I I I I I I I I I 0.05 ob: OMWD OPS Center -Lower Trunk Project: U1085-336-101 Client: Solar Commu-nications International! Drawn by: I I I Phone: Code: TIA-222-G I Date:os/31/13 FAX: Path: ,,,AU'; ,--, ... ' OJ8.00 .00 0.1 App'd: Scale: I\ _!?wgNo. .E 0 ~l .E 0 0 0 0 ci "' .E 0 0 0 0 ~ ....... -....... _________ -·---·-· ........ 1 I 1. 40.0000 in -I Page 32 of 42 FOUNDATION NOTES 1. Plate thickness Is 2.0000 In. 2. Plate grac!e is A572-50. 3. Anchor bolt grade Is F1554-55. 4. re Is 4 ksi. ob: OMWD OPS Center-LpwerTrunk Project U1085-336-101 Client: Solar Communications lnternatlonall Drawn by: App'd: Phone: Code: TIA-222-G I Date=·os/31/13 Scale: I\ FAX: Path: Dwg No. Page 33 of 42 JOB NO.: U1085-336~101 DESIGNED: JSP DATE: 05/31/13 CHECKED: TPH SHEET OF 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= s.= 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 / Is) = Cs(MAX) = S01 / {Ta X {R /Is))= Ta= Ct X hnx = Cs = Sos / { R / Is ) = V=C5 xW= {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 Reactions From Wind: Vu {kips): 15.0 Wt (kips): 8.3 Structure Height 40 PROJECT: OMWD OPS CENTER Reinforced Access Port Analysis Reinforced Access Port: Width, w:~, 10 inches Thickness, t1: · 0,5 inches Depth, d: . . 4 inches Projection, p: · 0.5 inches Pole Shaft Loading: Mu:§70 k'.p-ft Pu: 13 kips Vu: . · 15. kips Properties @ Access Port: Pole Dia.:~in Pole Thickness, t2:~in APoleNoAccess: IPoleNoAccess: SPoleNoAccess: Areinforced: I reinforced: Sreinforced: K: L: r: F'y: KUr: Ac: Fer: Mn: Pn: Vn: Interaction Check: .. 34.9 3829.4 255.3 35.3 3684.3 237.7 1 40 10.22 35.0 47.0 0.5 22.7 841'.9 798.9 616.9 0.64 ft in ksi ksi kip-ft kip kip OKAY JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET OF Page 34 of 42 ' DESIGNED: JSP CHECKED:TPH JOB NO.: U1085-336-101 DATE: 05/31/13 Page 35 of 42 DESIGNED: JSP CHECKED:TPH PROJECT: OMWD OPS CENTER Annular Plate Plate Fy (ksi) ..... I, ____________ 3 ...... ~I Upper Pipe Outer Diameter (in) Upper Pipe Thickness t1 (in) Lower Pipe Thickness t2 (in) Lower Pipe Outer Diameter (in) Moment @ Splice Mu (kip-ft) Axial@ Splice Pu (kips) Shear@Splice Vu (kips) Plate Design ·-. -· -- . . ... 10.75 0.365 0.375 1.2.75 42.6 ',-' .2.2 - 3.5 -- Upper Plate Hole Radius, rP (in) 5.4375 ------1 Plate OD (in) 13.75 --------1 <!>plate 0.9 --------1 Req'd Plate Thickness, t (in)..___ ____ 1._25 ..... Welds Weld Strength, <!>Rn (k/in) 8.4 Reactions from page 12 in calculations t = sqrt (Mu*Plate Width / 36% (phi*Fy*Upper pipe radius*Lower Pipe radius) Min. Thickness = 1.25" FilletWeldSizeF(in)§. ·· 4(16 Weld Stress, Ru (k/in) . 2.8 34% Page 36 of 42 • JOB NO.: U1085-336-101 DESIGNED: JSP DATE: 05/31/13 CHECKED: TPH SHEET OF PROJECT: OMWD OPS CENTER Foundation Design PROJECT: OMWD OPS CENTER Anchorage Embedment Design Vertical Bar Size: Cone. Comp. Strength: Pier Diameter: Pier Depth: Top of Pier Elevation: Concrete Volume Side Cone. Cover: Top Cone. Cover: Bolt Circle Dia.: Horizontal Tie Size: # Anchor Rods: Anchor Rod Dia: #8 4500 5 19 __ '&·.·_ 14.2 3 3 . ~ '~ 40 -#5 .8 2.00 psi ft ft inches yards inches inches ·nches I inches '!It (bar loc. factor): ·. · · 1.b ACI 12.2.4a '!le (epoxy coating factor): . 1.0 ACI 12.2.4b i-'--'-"--'----"---1 'l's (bar size factor): 1.0 ACI 12.2.4.c 'A, ( concrete type factor): · 1.0 ACI 12.2.4.d Bar Diameter: 1.0 in Horiz. Tie Diameter: 0.6 in Min.Cir Dist. Btwn Anchor & Rod: 4.4 in Max. Cir Dist. Btwn Anchor & Rod: 9.1 in Req'd Lap Length: 34.9 · Min. Required Embedment Depth: 48.5 in JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET OF N TOP Ml. /ANCHCRRCO CO\/ER ... ""' - --,-I s ~ 5 p a IU a; '-, " '-"' V T.REl'IF. _/ VER ~ 'l MIN.SOE CO\/ER BOLT CIRCLEDl'I. PERDIAAIE!ER Page 37 of 42 DESIGNED: JSP CHECKED:TPH f 0 !i: !!l @ i IU Requlred Lap· Length + Max distance between anchor and rod + O,S*Bar diameter + O.S*Anchor diameter + To cover Available Pullout with Heavy Hex.....----~1------r;:;;-;;-;::::~::-;;:;:::-;;-~~~ Nut:I 150709llbs l8*Abrg*fc -(Per ACI D15} Transverse Reinforcement Design (see 2009 IBC Sections 1810.3.9.4.1 and 1810.3.9.4.2) Seismic Design Category:~ Site Class:~ Type of Transverse Reinforcement: . Spi_ral Transverse fy1: ·50 ksi 1------1 Seismic Hooks Required? Yes Tie Size OK?1---Y.,...e-s-1 Spacing at Top of Pier:CI:=]in Spacing at Bottom of Pier: OD in Total Pier Lengthrn9.5 ft Top Pier Length: 15 .ft Bottom Pier Length: 4.5 ft PROJECT: OMWD OPS CENTER Drilled Pier Design Design Loads (Factored / lb..): Max. Shear, Vu/ 0.75 = Max. Moment, Mu/ 0.75 = Pier Properties: Pier Diameter, b: Min. Pier Diameter, bmin (opt'I): Top of Pier Elevation: Pier Depth, d: Min. Pier Depth, dmin (opt'I): Max. Pier Depth, dmax (opt'I): Soil Properties: Allow. Bearing Pressure: Factor of Safety: 1/3 increase for short term loads? Lateral Bearing, S: Factor of Safety: Max. Lateral Bearing (opt'I): Top Depth to Ignore: 1/3 increase for short term loads? 1/2" deflection at tlo pier allowed: Check Bearing: Bearing Capacity: Check Lateral Bearing: Applled Lateral Force, P: Point of Application, h: S1_max: S1: A= 2.34*P/(S1b): Required Pier Depth, d,eqd: ~k ~k-ft eg: 0.50 ft 19.0 ft 12.0 ft ft ~psf ~ 230 2 3,450 0.0 No No pcf psf ft 157.1 lk 20,053 31.8 6,900 1,840 5.10 16.1 I b ft psf psf ft JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET DESIGNED: JSP CHECKED:TPH OF Max. Down, Pu-dawn I 0.75 = Max. Uplift, Pu-uplift/ 0. 75 (opt'I) = CJ:IT:Jk Quk Volume of Concrete: Volume of Concrete: Weight of Concrete: 57.4 !k Optional Parameters for Uplift: Skin Friction: §ftpsf Factor of Safety: Top Length to Ignore: 1/3 increase for short term loads? Combine w/ Bearing: Bearing capacity OK. Lateral bearing capacity OK. Page 38 of 42 Description : Drilled Pier fc : Concrete 28 day strength = 4.50 ksi E = = 3,823.68 ksi Density = 145.0 pcf ~ = 0.8250 fy-Main Rebar = 60.0 ksi E -Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits Min. Reinf. Max. Reinf. ASTM A615 Bars Used = 0.50 % = 8.0 % Column Dimensions pQ.Oin Diameter, Column Edge to Rebar Edge Cover= 3.0in Column Reinforcing : 18.0 -#8 bars Column self weight included : 55,517.8 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 19.50 ft above base, D = 10.830 k BENDING LOADS ... Lat. Point Load at 19.50 ft creating Mx-x, W = 9.40 k Moment acting about X-X axis, W = 294.0 k-ft ~·iitS.[GfiffiJMMARY .~: ·:. . ... ,--~--... . .. ~I Load Combination +0.900+1.60W+1.60H Location of max.above base 19.369 ft Maximum Stress Ratio Ratio = (Pu112+Mu112}11.5 / (PhiPn112+PhiMn112}".5 Pu= 59.713 k cp *Pn= Mu-x= Mu-y= -763.68 k-ft 0.0 k-ft 180.0 deg <p * Mn-x = cp * Mn-y = 0.392: 1 155.836k 1,988.84 k-ft 0.0 k-ft Mu Angle= Mu at Angle= 763.68 k-ft cpMn at Angle = 1,946.91 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin: Nominal Min. Tension Axial Capacity cp Pn, max : Usable Compressive Axial Capacity <p Pn, min: Usable Tension Axial Capacity 11,613.7k -853.20 k 6,910.18 k -597.24 k Page 39 of 42 . , ,·. File :;i:N:,12Q1:oe~4~U1085S'"'.'1\1Jf68BD:·1~ENGl]ilJ;~11En'iitcal9l?JriWd,:~c~ ;: <-,,:1-,,, --'; -: _, EN.E~P,AtCt:1NC-.19a~~2_Q13;:Build:_6:_t3;5t2,,Vdr:6:Q:2P-\, Overall Column Height End Fixity •• = 19.50 ft Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 6.5 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling = 6.5 ft, K = 2.1 y 601lin Entered loads are factored per load combinations specified by user. Maximum SERVICE Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 9.40 k Bottom along X-X Maximum SERVICE Load Deflections ••• Along Y-Y 0.05588 in at 19.50 ft above base for load combination : W Only Along X-X O.Oin at 0.0ft above base for load combination : General Section Information. cp = 0.70 B =0.8250 p : % Reinforcing 0.5029 % Rebar% Ok Reinforcing Area 14.220 in112 Concrete Area 2,827.43 in112 0.0 k 9.40 k 0 = o.85o Description : Drilled Pier Governing Factored: . Momeot Source . Di~t. from. Axial Load· k load Combination X-X YN :bas~ ft Pu q> *,Pn +1.40D 19.37 92.89 6,910.18 +1.20D+0.50Lr+1.60L +1.60H 19.37 79.62 6,910.18 +1.20D+1.60L +0.50S+1.60H 19.37 79.62 6,910.18 +1.20D+1.60Lr+0.50L 19.37 79.62 6,910.18 +1.20D+1.60Lr+0.80W Actual 19.37 79.62 561.42 +1.20D+0.50L +1.60S 19.37 79.62 6,910.18 +1.20D+1.60S+0.80W Actual 19.37 79.62 561.42 +1.20D+0.50Lr+0.50L +1.60W Actual 19.37 79.62 201.08 +1.20D+0.50L +0.50S+1.60W Actual 19.37 79.62 201.08 +1.20D+0.50L +0.20S+E 19.37 79.62 6,910.18 +0.90D+1.60W+1.60H Actual 19.37 59.71 155.84 +0.90D+E+1.60H 19.37 59.71 6,910.18 . Miximtim Reactions. Unf~ctorecf .. ! Reaction along X-X Axis Load Combination @ Base @ Top DO~ k W Only 9.400 9.400 k D+W 9.400 9.400 k .. Maxi.m~m Deflections for'Loail cofu:binations : ·unf~ctor~·tfL<>ac:I~-. Load Combination DOnly WOnly D+W :---Sk8tqh8s ½-, , ~--, •#s y Max. X-X Deflection .• 1/8. .118 0.0000 in 0.0000 in 0.0000 in X.-t-,.::#S,-, --------,--.--..........,-""'1-X ... Distance 0.000 ft 0.000 ft 0.000 ft Page 40 of 42 FIie = N:'iZ0:10PR~1\\.J1085S~1\U168BD~1\ENGINE~t\Enercalc\otnwd.ec6 •. ENERCAl.C,,INC, 1983-20.13, Bulld':6:13;5:;2, Ver:6.0.25 •• · !3endingAnaly~i$ k~ft Utilization o·X . ox* Mux. ~y &y* Muy Alpha .(deg;: o Mu q> Mn Ratio 1.000 -381.84 1.000 -381.84 1.000 -763.68 1.000 -763.68 1.000 -763.68 Reaction along Y-Y Axis @Base @Top Max. Y-Y Deflection 0.000 in 0.056 in 0.055 in 11j M•ylonds ~- 0.000 0.013 0.000 0.012 0.000 0.012 0.000 0.012 180.000 381.84 2,670.96 0.143 0.000 0.012 180.000 381.84 2,670.96 0.143 180.000 763.68 2,030.24 0.376 180.000 763.68 2,030.24 0.376 0.000 0.012 180.000 763.68 1,946.91 0.392 0.000 0.009 Note: Only non-zero reactions are listed. k k k Distance 0.000 ft 19.500 ft 19.369 ft Axial Reaction @Base 66.348 k k 66.348 k y 60.0ln LooklngelongX•XAxls Looking along Y·Y Axis ,.,,;, Description : Drilled Pier Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) 7,300.0..,,,_--,---, ........ -.... , --,---\ ----,.,--~, --.,.1--,r-----;, 6,570.0 =--·--·I--·--~-------i-----~---r --1--.+---+-------l 5,840.0 -----~--i-·--:-· .. •·····-··-----,l _i ~--·1------.. ( l , 5110.0 1 . 1 ; I ....... , 4:380.0-__ L_J ..... ~--............ L ...... L.-l .. _ .. L .... ---~ t I · I j :c-:·:::::-----l "i ' "":·-·/·-·--~----~-----·-:f ' ----+-i-··-, 1 I ; -70.. 2,190,0 ____ f_,,_J __ ,._,_,_,_,.,_l _,,, l_,M• _____ i __ ._, ., ,_; -T I , I , 1 • 1 460.0 : i [ I · . 1 • i i · -7·-·---1--,-·--;--- 730.0 ......: ~L--.. _ _,.! __ I I . 0.0 509.7 1,019.51,529.22,038. ,54 . ,568.14,077.94,587 :ffi,097.3 Q Load Comb,= -t-1.-400, Alpha= 0 Odeg, (92 89, O 00) Concrete Column P-M Interaction Diagram 7,300.0 Phi• Mn @Alpha (k-ft) -----r,,..----,----r ,---------...--,..---7------,-... ......,...-..,.,...,..,_ __ _ 6,570.0 -i----------: . .. : ---;.. -~----j_ .. -~ I ! ; I f r- 5,110.0 •. _J __ ~-___ :. __ .--.-_ t:_7·d-~j____ -----;--- 1 . • ' 4 3ao o -_I 1 ; ; I • • l ! r--------;...• --/---',---tg i i ,I 3,650.0 -----·--.• · _____ ..__..,..__ & ! . • 2,920.0-=l---+-----,-------+--~--;---+--+--lif 2,190.0 ;,..;,.----.,,-rr-r-r7r-i",n:,-..,,.,:,,,,..;,;-,,;,-a-r,,rnr,,-.,rnmrn:i,a-c,,....,.rrr=-i,,ir-,~m1-,.3 0 LoadComb,=+1.200f-1601.r+0.50l, Alpha,. OOdeg, (7962,000) 7,300.0 5,110.0 Page 41 of 42 File=·N:12010PR·•J1U1UB5S~:t\U168B!r:,~\~Gl~l:~1\Enercal~\oriiwd_:ec6 .. . -' . . .. ~ 'ENERQAI:C,'IN,C,.'1983'29\3, 13,uild:6.13;-;i.2,Ver:6:D.2& •• Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) ----;;---,,......---,1-~-""":- 4,380.0-3-----'----'---'·-, ·- 730.0 • • I • I • J • I " I .3 0 LoadComb =+t.200+o50Lr+1.60L+160H, Alpha= OOd&g, (7962,000) $--, ! ' , }- 3,650.0 1 · . e : I· I . I -·~· ~-f __ ,.,..,.__..,....._---'1---l& 2,920.0 -· r · 2,190.0 1,460.0 ,. i __ ,...;__:-1· . t •• I +· -i-·-· ~.i'!-'kk,r. r-"'1, ,..-zf.1:'17::,\.1.,._-,;;;::,,,,,; 1 1'!f. _-m;,d.,r,..,.,,,rrh.;,,m-,-;nrri"T'ni"idrr=,rn\-,_3 0 Loadcomb =+1.200f.160t.r+080W, AJpha;1800dog, (7982,38184) Concrete Column Description : Drilled Pier Concrete Column P-M Interaction Diagram 7,300.0-,,--________ P_hi_*_M_n_@-,-A_lp_ha--,.(_k-_ft_) ---,-----, 6,570.0: 5,840.0-"l=f--,--- ' < ·'. 4,380.0 7,300.0 6,570.0 2,920.0 1,460.0 : I ' I L ... ______ '.,. .... 1. ____ : ·---' , ; , I ! I I . -1 j ----~-------1 ______ _..,. _ _,& m..-ibk,rr:r"ll''f'll"l<-1"'.""1:,.,_ m, ,,,.,,,,,.,..,...,...,..,.,,.1,,,-.,,,m,-,r,,m-n,on::irr....-ml-,_3 0 LoadCo111b.•-,.1,200.,.1,GOS-t0,80W, Alpha,.1800dog, (7982,381,84} Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) -.,. 1-----. r-· -1·-· l ' t· .. . . ____ , I LoodComb.=+1.20D+050L4020S+E:, Alpha= 0O<leg, (7962,000) Page 42 of 42 , .• File= N:\2010PR-ilU1085S--1\U168BD-1\ENGINE-1\Enercalc\omwd:ec,6 ENERC.A.LC, INC.1~83-20.13, eulld:6.13.5;2, Ver.6.0,25 . •• Concrete Column P-M Interaction Diagram 7,300.0..,,---,-------Ph_i_* _M_n_@_A_lp_h_a-,-(k_-ft_) _ ~-~---, .. ,..,)_,, ______ .,., .. ; --J ____ j 1 ·1 ! : ( I ! . , . , I f ' . 5,110.0 ' , I , • ' , ; l ........ :-......... --:----.. -.. _-··· -·:---· ··-t· .. ··--·;·----.. ---· I ·-·-- 1 ' ' 4,380.0 . . J,· : .. • i ---,--.. I . 3,650.0 ; ,_ __ __J_ ___ .,__-+-- ! 2,920.0 ' < fll ,SN, W ,--, --~;? ... • 2,190.0 • i _ _,, ____ ,.,., ,"h~ no.o_.=, __ ,_ ____ I __ _ C a. . if '<rl'rrri<ll,!>n::JOlf"r,f7!ffle,;n::lt'1'='1""7,3 0 Load Comb • +1,20D+0.50t.MO 50L+1.60W, Alpha" 180 Odeg, (79 02, 763,68) Concrete Column P-M Interaction Diagram 7,300.0 Phi * Mn @ Alpha (k-ft) ·----------·-·------~--... ---·-·--1-·--... . : : l 6,570.0 _ i . , . _ , . . ·!-- -l 1 5,840.0 =-----1 ____ , _________ :---------.!..·-·----__ _. -· ....... , ...... --·"·- ~1~0 I 4,380,0-"f---·-i-·--·----+- 3,650.0 i ' -~ , ,. , , '; 1,460.0 m..-~rr',,..,Q-r, r-rn-ci:.-.m,-,m,,,,,-,,,,.,,;/nn_ .,.,n1,,,.,,.=,,..,..+r-o:n.t,..,-=r""7.3 0 Lood Comb ., +-0 900+1 60W+1,60H, Alpha• 180,odog, {69,71, 763 68) Structural Calculations with Foundation Design For: 45'-0" TALL RFTRANSPARENT MONOEUC U.S. PATENT# 7616170 Location: OMWD OPS CENTER .(NS0028) 1966 OLIVENHAIN ROAD CARLSBAD, CA 92009 SAN DIEGO COUNTY Prepared For: at&t May 31 2013 Oated: May 31, 2013 Revised August 23, 2010 Revised September 10, 201 O Revised May 31, 2013 Solar Communication International, Inc. 8885 Rio San Diego Drive, Suite 207 San Diego, CA 92108 phone 619.243.2750 fax 619.243.2749 www.RFTransparent.com RE_CEIVED JUL.-3 O 2013 CITY OF CARLSBAD , - BUILDING DIVISION [ l g C2:,t~·(O(Z- PROJECT: OMWD OPS CENTER . Design Criteria: JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET Code: Structural design is based on the California Building Code, 2010 Edition (2009 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 Topographic category: 1 Crest height: O ft Jee: None per the TIA-222-G standard DESIGNED: JSP CHECKED:TPH OF Seismic: Seismic loads are based on the California Building Code, 2010 Edition (2009 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 = 4.4 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 similar 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 calculations 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 members. PROJECT: OMWD OPS CENTER Structural Steel: JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET DESIGNED: JSP CHECKED:TPH OF 1 All 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 ASTM A572 Gr. 65 (65 ksi), 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. B (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 per ASTM F1554 Gr. 55, U.N.O. 5 All 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 All structural shapes shall be produced using the pultrusion process. 2 All cut edges and holes shall 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 Firebolt bolts and nuts shall be tightened to snug tight and turned an additional 1/2 turn 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, latest 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 steel shall be per ASTM A615 Gr. 60, U.N,O. 5 Foundation design is based upon the project soils report prepared by: TORO INTERNATIONAL PROJECT NUMBER: 08-117.4 DATE: 617/2010 6 Approximate concrete volume for drilled pier foundation = 14.2 cubic yards $ ¼,~~eNCHES $ BOTTOM OF BRANCHES 1s'-o" RFTRANSPARENT BARK TO TOP PROVIDED BY J SCI, INC. $ GROUND LEVEL O'-o" D en (I} (I') V') LJ..lWWLi.J ::r: ::c :c :c uuuu z z z: z: ~ ~ ~ ~ ooa::iCOCO "·-=-Ob b b .. 1 1 _I .,1 -.:t-tD ex:>~ ~~~ ee~~ ~c. ~ C.L. OF PANEL ANTENNAS 39' -0" A.G.L. !/ STEEL 39'-0" A.G.L. 6"Wx12"H UNREINFORCED ACCESS PORT ± 5' -o·• . BELOW CARRIER, TYP. OF_/ (3) UPPER TRUNKS $ !/ MAIN TRUNI< 18'-0" A.G.L. 0 (12) 78" X 12" X 7.8" PANEL ANTENNA w/ (3) SURGE SUPPRESSORS & (24) RRU 30" 0 D. x / 0.375" WALL MAIN rRUNK &s rREINFORCED .#\ C.L. ACCESS PORT ~ACCESS PORTS PER "-JI'~ DETAIL 8/S2 ~ []' BASE PLATE PER $ O'-O" -~ DETAIL 9/S2 NOTE: SEE DETAIL 2/S2 FOR UPPER TRUNk SPACING AND MAX BRANCH DIAMETER DRILLED PIER FOUNDATION PER SHEET S3 'ti e m 0 :-:t 0 s:: :iE a 0 ~ () m z -I m ::0 en :c m m -I 0 "Tl (, C, c... 0 cm ~z mO .... oc ~ .... wo .... CX) ---01 -" I ww w O> I .... 0 .... c, C :c m m en C, - " G') mz cm •• !-? -0 Ill (C -I (.. 7J (f) CD ::i:: 7J u) 0 ..., ~ PROJECT: OMWD OPS CENTER Elevations Top of Branches · . 45 ·. • , ft Top of Upper Trunks .; .· .. aa . ·,: ft Bend in Upper Trunks : ·• 28 · ft Transition to Lower Trunk . · ta! ·, ft Bottom of Branches · ' · t5 ft Number of Upper Trunks ' 3 Dimensions Target Branch DensityL . 3.4 · !branches/ft ~ Number Unit Weight 3' Antenna Coverm .. 0; ' · 5 4'-5' Top Crown Branches . ' 9 .· .': 15 6' Branches · · .6: . 20 8' Branches . '. · 42: ·, : : 24 10' Branches . , .. 33 .: 26 Number of Branchs 81 --,----1 Resulting Branch Density..,,...,._3_.5..,,,2 . ........t branches/ft Upper Trunk Diameter to> ft Maximum Branch Diameter 23.58 · ft Nominal Diameter Size Top Upper Trunk ·. 10<; , i1();.75x0:.36,5 Bottom Upper Trunk ·, .12 . . , t2:1sxo;a7:5 Lower Trunk '. ' 30 · · !· 30x0f375;, . Loads Len th Wei ht Top Upper Trunk , 10. '.404.8 Bottom Upper Trunk . 11.18. 554.t.' Lower Trunk 17 . '2016:2' Transition Pipe · '4 . '. 198.2' Branches (Tapered Section) 673.0 Branches (Top Section) 1263.5. Branches (Total) 2121.0. Wind Area Reduction!.·· Oi!316 · I Page 4 of41 JOB NO.: U1085-336-101 DESIGNED: JSP DATE: 05/31/13 CHECKED: TPH SHEET OF Weight (lbs) 0 135 120 1008 858 2121 OK Weight lb/ft 40.48' . 49.56 118,6 Area 9:0 11:.9 ,, . 42:5 . 0.0 '161.5. 303.2. ,509.0' .. 50 45 40 Pro ortions )JO%?'·~• 35 :, ·50%·i;, ;:;;}''.40%i:7 30 25 Diameter in 20 ,10.75 12.75 15 30 Centroid 10 , 33 23 9 5 19 25.2· 36.3 0 31:3 -15 -10 -5 0 5 10 15 \, • • Page5of41 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (4) 6' x 12" x 8"' Panel w/ Mount Pipe 39 Top Trunk Self Weight Offset 33 12'·0" T-Arm 39 Branches (Tapered section) 25.2 39 Bottom Upper Trunk 23 39 Bottom Trunk Se~ Weight Offset 23 36.3 Transttlon Pipe 19 33 380ft MATERIAL STRENGTH I GRADE I Fy I Fu I GRADE j Fu A53-B-35 35 ksl Fy I I -TOWER'='GN 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 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 Categoiy 1 with Crest Height of o.oo ft 7. TOWER RATING: 70.4% 28.( ft 0 ,5 ~ 2 0 ~ "' 0 co lSl a: ALL REACTIONS ARE FACTORED 20.1 ft AXIAL 33581b .c ~ 0 0 ~ ., 0 ~ SHEAR m MOA'ENT ~ ~ a: 4633 lb 88736 lb-ft 18.1 ft "' TORQUE 27838 lb-ft "' ~ REACTIONS-85 mph WIND g g: C: i " :E .2 tl " C: e l " .!,! .s U) U) I!) uob: OMWD OPS CENTER • Upper Trunk Project: U1085-336-101 Client: Solar Communications International, lncJDrawn by: App'd: Phone: Code: TIA-222-G I Date: 05131 /1 < Scale. NTS FAX: Path. -···1 ----I . OWgNo. E-1 ···-· Job tnxTower-OMWD OPS CENTER -Upper Trunk Project U1085-336-101 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 in San Diego County, California. Basic wind speed of 85 mph. Structure Class II. Exposure Category 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. Pange 6 of41 1 of 11 Date 09:43:31 05/31/13 Designed by Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. 1 ·· p:01e-:$e¢tjon::e;;eorn:etrl Section Elevation Section Pole Pole Socket Length Length Size Grade ft t t Ll 38.00-28.00 10.00 Pl Ox.365 13th A53-B-35 (35 ksi) L2 28.00-20.00 8.00 P12x.375 13th A53-B-35 (35 ksi) L3 20.00-18.00 2.00 PlOx.500 13th A53-B-35 35 ksi) Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A1 Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals t i2 in in in L1 38.00-28.00 0 0 L2 28.00-20.00 0 0 13 20.00-18.00 0 0 L Description Face Allow Component Placement Total C,iA,1 Weight or Shield Type Number Le ft i2/2t AVA7-50 (1-5/8 LOW C No Inside Pole 38.00 -18.00 12 Noice 0.00 0.72 DENSI.FOAM) I I tnxTower Job Paftge 7 of 41 OMWD OPS CENTER -Upper Trunk 2 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: I: Fe,d ~ine/Line~r Aee~tten~nce$: $ec:,tioo .Area~ • Tower Tower Face AR AF CAAA C,iAA Weight Section Elevation In Face Out Face t 12 t2 t2 t2 lb Ll 38.00-28.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 86.40 L2 28.00-20.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 69.12 L3 20.00-18.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 17.28 1.--, '. ',,_ · ShJeldh,gJ=~ctor ·1<a: ·1 Tower Feed Line Descr.iption Feed Line K. Ka Section Record No. Se ent Elev. Noice Jee I ~ .. · User O~fio.ed:~<>iids·.· . Description Elevation Offset Azimuth Weight F, Fz Wind Force C,iAc From Angle Centroid I t 0 lb lb lb lb t2 Top Upper Trunk 33.00 -5.00 0.0000 Noice 404.80 0.00 0.00 104.21 5.38 Service 404.80 0.00 0.00 46.42 5.38 Bottom Upper Trunk 23.00 -2.50 0.0000 No Ice 554.10 0.00 0.00 128.00 7.13 Service 554.10 0.00 0.00 57.05 7.13 Transition Pipe 19.00 0.00 0.0000 No Ice 198.20 0.00 0.00 0.00 0.00 Service 198.24 0.00 0.00 0.00 0.00 Branches (Tapered-Section) 25.20 -6.40 0.0000 No Ice 224.30 0.00 0.00 607.05 33.17 Service 224.33 0.00 0.00 270.62 33.17 Branches (Top Section) 36.30 -8.40 0.0000 No Ice 421.20 0.00 0.00 1230.62 62.27 Service 421.18 0.00 0.00 548.66 62.27 Top Trunk Self Weight Offset 33.00 0.00 0.0000 Noice -404.80 0.00 0.00 0.00 0.00 Service -404.80 0.00 0.00 0.00 0.00 Bottom Trunk Self Weight 23.00 0.00 0.0000 No Ice -554.10 0.00 0.00 0.00 0.00 Offset Service -554.10 0.00 0.00 0.00 0.00 L . E>isC,r.et~ T'qw~r)~o~~~: · -I Description Face Offset Offsets: Azimuth Placement C,1A,1 C,iAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft ft lb ft t (4) 6' x 12" x 8" Panel w/ C From.Face 3.00 0.0000 39.00 Noice 8.40 7.29 105.90 Mount Pipe 0.00 0.00 tnxTower Job Paftge 8 of 41 OMWD OPS CENTER -Upper Trunk 3 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Description Face Offeet Offeets: Azimuth Placement C,1AA C,iAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ff ff lb ft t 12'-0" T-Arm C From Face 3.00 0:0000 39.00 Noice 4.20 4.20 220.00 0.00 0.00 (8) Generic RRU C From Face 3.00 0.0000 39.00 Noice 1.40 0.70 30.00 0.00 0.00 Surge Suppressor w/ Mount C From Face 3.00 0.0000 39.00 No Ice 2.45 2.45 48.25 Pipe 0.00 0.00 r· .. Towe{Pres'sures .. No Ice; • ,,1, I I',':,.-', , ' ,,_' ,,,, -, ' _,, • • •, • ._ I Gu=1.100 Section z Kz q, AG F AF An A1,g Leg C,iAA C,iAA Elevation a % In Out C Face Face ft ft psf fr e ff ff fr ff ff Ll 38.00-28.00 33.00 1.002 18 8.958 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 28.00-20.00 24.00 0.937' 16 8.500 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 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 • TbWe.r Pressur.e. ~ Service Gu=1.100 Section z Kz q, AG F AF An A,,8 Leg C,iAA CAAA Elevation a % In Out C Face Face ft ft vsf ff e ff ft2 ff fr ff Ll 38.00-28.00 33.00 1.002 8 8.958 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 28.00-20.00 24.00 0.937 7 8.500 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 tnxTower Job Paftge 9 of 41 OMWD OPS CENTER -Upper Trunk 4 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: 1· I Section Add Self F e Cp q, Dp DR Ae F w Ctrl. Elevation Weight Weight a Face C psf ft lb lb e ff lb vlf LI 86.40 377.78 A 0 0.6 18 I 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.6 I I 0.000 C 0 0.6 I I 0.000 L2 69.12 369.87 A 0 0.6 16 · 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.6 I 1 0.000 C 0 0.6 1 1 0.000 L3 17.28 102.25 A 0 0.6 16 1 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.6 1 I 0.000 C 0 0.6 1 1 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 Tower Forces ~-No Ice"-· Wincl so·: l'o F·ace -' ' ,, • ~' •• ' ' ' ', • + ' ' ,, '-· '" , • -~ ·-., ,_ + -• • ' ' Section Add Self F e CF q, Dp DR Ae F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ff lb o/f LI 86.40 377.78 A 0 0.6 18 l 1 0.000 0.00 0.00 .c 38.00-28.00 B 0 0.6 I 1 0.000 C 0, 0.6 I I 0.000 L2 69.12 369.87 A 0 0.6 16 I . l 0.000 0.00 0.00 C 28.00-20.00 B 0 0.6 I I 0.000 C 0 0.6 1 I 0.000 L3 17.28 102.25 A 0 0.6 16 I I 0.000 0.00 0.00 C 20.00-18.00 B 0 0.6 l l 0.000 C 0 0.6 l l 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 1· . ,· 1_, ,-' Tow.e.r·Forc~s-:No._fc,e.-Wfnd 90Tq fa~E!·· I Section Add Self F e CF q, Dp DR Ae F w Ctr!. Elevation Weight Weight a Face C psf ft lb lb e ff lb p/f Ll 86.40 377.78 A 0 0.6 18 I l 0.000 0.00 0.00 C 38.00-28.00 B 0 0.6 1 1 0.000 C 0 0.6 1 1 0.000 L2 69.12 369.87 A 0 0.6 16 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.6 l 1 0.000 C 0 0.6 1 1 0.000 L3 17.28 102.25 A 0 0.6 16 1 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.6 1 1 0.000 C 0 0.6 l l 0.000 Sum Weight: 172.80 849.90 . OTM 0.00 lb-ft 0.00 tnxTower Job Paftge 1 o of 41 OMWD OPS CENTER -Upper Trunk 5 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: I I Section Add Self F e CF q, DF DR Ae F w Ctr/. Elevation Weight -Weight a Face C psf ft lb lb e rr lb p[f Ll 86.40 377.78 A 0 0.714 8 1 . 1 0.000 0.00 0.00 C 38.00-28.00 B 0 0.714 1 1 0.000 C 0 0.714 I I 0.000 L2 69.12 369.87 A 0 0.622 7 1 1 0.000 0.00 0.00 C 28.00-20.00 B 0 0.622 1 1 0.000 C 0 0.622 1 1 0.000 L3 17.28 102.25 A 0 0.756 7 I 1 0.000 0.00 0.00 C 20.00-18.00 B 0 0.756 1 I 0.000 C 0 0.756 I I 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 Section Add Self F e Cp q, Dp DR AE F 1V Ctr/. Elevation Weight Weight a Face C psf ft lb lb e rr lb p[f Ll 86.40 377.78 A 0 0.714 8 I I 0.000 0.00 0.00 C 38.00-28.00 B 0 0.714 1 1 0.000 c 0 0.714 . 1 I 0.000 L2 69.12 369.87 A 0 0.622 7 1 I 0.000 0.00 0.00 C 28.00-20.00 B 0 0.622 I l 0.000 C 0 0.622 I I 0.000 L3 17.28 102.25 A 0 0.756 7 I I 0.000 0.00 0.00 C 20.00-18.00 B 0 0.756 I I 0.000 C 0 0.756 I I 0.000 Sum Weight: 172.80 849.90 OTM 0.00 lb-ft 0.00 Section Add Self F e CF q, Dp DR AE F w Ctr/. Elevation Weight Weight a Face C psf ft lb lb e .rr lb olf Ll 86.40 377.78 A 0 0.714 8 1 I 0.000 0.00 0.00 C 38.00-28.00 B 0 0.714 I I 0.000 C 0 0.714 I 1 0.000 L2 69.12 369.87 A 0 0.622 7 I I 0.000 0.00 0.00 C 28.00-20.00 B 0 0.622 1 I 0.000 C 0 0.622 I I 0.000 L3 17.28 102.25 A 0 0.756 7 I I 0.000 0.00 0.00 C tnxTower Job P~e 11 of41 OMWD OPS CENTER -Upper Trunk 6 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Section Add Self F e CF q, Dp Dn Ae F w Ctr!. Elevation Weight Weight a Face C psf fi lb lb e rr lb plf 20.00-18.00 B 0 0.756 1 1 0.000 C 0 0.756 1 I 0.000 Sum Weight: 172.80 849.90 01M 0.00 lb-ft 0.00 I Description Aiming Weight Offset. Offset, z K, q, C,iAc C,iAc Azimuth Front Side 0 lb ft ft ft vsf fr fr 6' x 12" x 8" Panel w/ 180.0000 423.60 0.00 3.45 39.00 1.038 18 33.60 29.17 Mount Pipe 12'-0" T-Arm 180.0000 220.00 0.00 3.45 39.00 1.038 18 4.20 4.20 GenericRRU 180.0000 240.00 0.00 3.45 39.00 1.038 18 11.20 5.60 Surge Suppressor w/ 180.0000 48.25 0.00 3.45 39.00 1.038 18 2.45 2.45 Mount Pipe Sum 931.85 Weight: 1·: Description Aiming Weight Offsetx Offset, z K, q, C,iAc C,iAc Azimuth Front Side 0 lb ft ft ft P!if rr Jr 6' x 12" x 8" Panel w/ 180.0000 423.60 0.00 3.45 39.00 1.038 8 33.60 29.17 Mount Pipe 12'-0" T-Arm 180.0000 220.00 0.00 3.45 39.00 1.038 8 4.20 4.20 GenericRRU 180.0000 240.00 0.00 3.45 39.00 1.038 8 11.20 5.60 Surge Suppressor w/ 180.0000 48.25 0.00 3.45 39.00 1.038 8 2.45 2.45 Mount Pipe Sum 931.85 Weight: Load Case Vertical Forces Sum of Overturning Moments, Mx lb-t Sum of Sum of Torques Leg Weight Bracing Weight Total Member Self-Weight Total Weight Wind O deg-No Ice Wind 90 deg -No Ice Wind 180 deg -No Ice Total Weight Wind O deg -Service Wind 90 deg -Service 11595.79 11595.79 -34841.83 11595.79 58033.42 11595.79 -9106.69 11595.79 Overturning Moments, M, lb-t 0.00 0.00 0.00 -43055.73 0.00 0.00 0.00 -19194.76 tnxTower Job Pf!itfle 12 of 41 OMWD OPS CENTER -Upper Trunk 7 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX.'. Load Vertical Sumo/ Sumo/ Sumo/ Sumo/ Sum a/Torques Case Forces Forces Forces Overturning Overturning X z Moments, M, Moments, M, lb lb lb !heft lbcft Wind 180 deg -Service 0,00 1290.94 32298.27 0,00 Comb. Description No. 1 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 90 deg -No Ice 5 0.9 Dead+ 1.6 Wind 90 deg -No Ice 6 1.2 Dead+ 1.6 Wind 180 deg -No Ice 7 0.9 Dead+ 1.6 Wind 180 deg-No Ice 8 Dead+Wind O deg -Service 9 Dead+Wind 90 deg-Service 10 Dead+Wind 180 deg-Service Section No. Elevation ft Component Type LI 38-28 12 28-20 13 20-18 Location Pole Pole Pole Condition Gov. Load Comb. . · M~xim·um.~-M~rnb~r f·Qr.ces Condition Max Tension Max. Compression Max.Mx Max.My Max. Vy Max. Vx Max. Torque Max Tension Max. Compression Max.Mx Max.My Max. Vy Max. Vx Max. Torque Max Tension Max. Compression Max.Mx Max. My Max. Vy Max. Vx Max. Torque Vertical lb Gov. Axial Load Comb. lb 1 0.00 2 -2151.25 4 -2147.36 6 -2132.08 4 3224.73 6 3492.67 4 I 0.00 2 -2961.46 4 -2959.97 6 -2953.72 4 4392.08 6 4654.93 4 1 0.00 2 -3354.49 4 -3354.20 6 -3352.86 4 4383.03 6 4642.88 4 Horizontal, X lb Major Axis Moment lb-ft 0,00 0.00 -29087.67 0.00 -16186.11 0.00 0.00 -0.00 -60502.78 0.00 -51721.93 0.00 0.00 0.00 -69269.69 0.00 -64888.39 0.00 Horizontal, Z lb Minor Axis Moment lb-ft 0.00 21358 75 -10591.77 -42562.23 -10472.15 -28604.93 -21103.76 0.00 51414.21 -14042.07 -79456.01 -14031.49 -70156.94 -27838.67 0.00 60689.36 -14028.09 -88735.58 -14038.80 -84098.77 -27837.63 lbcft 0.00 ·.1 tnxTower Job P~e13of41 OMWD OPS CENTER -Upper Trunk 8 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 2 3357.90 0.00 4633.14 Max.Rx 10 2798.25 0.00 -1290.89 Max.Hz 3 2518.43 0.00 4633.15 Max.M, 3 64111.49 0.00 4633.15 Max.M, 4 69271.13 -4375.54 -0.00 Max. Torsion 1 0.00 0.00 0.02 Min. Vert 7 2518.43 0.00 -4633.12 Min.Rx 5 2518.43 -4375.54 -0.00 Min.Hz 6 3357.90 0.00 -4633.20 Min.M, 6 -88735.58 0.00 -4633.20 Min.M, I 0.00 0.00 0.02 Min. Torsion 4 -27837.66 -4375.54 -0.00 I , • .. fqw~r nn..,~t R.eJc;tigr(:s~a:.ronu•ry _ .I Load Vertical Shearx Shear, Overturning Overturning Torque Combination Momelll, Mx Moment, M. lb lb lb /bf!. lb-ft !bf!. Dead Only 2798.25 0.00 -0.02 11672.24 0.00 0.00 1.2 Dead+l.6Wind O deg-No 3357.90 0.00 -4633.14 -60689.36 0.00 0.00 Ice 0.9 Dead+l.6 Wind O deg-No 2518.43 0.00 -4633.15 -64111.49 0.00 0.00 Ice 1.2 Dead+ 1.6 Wind 90 deg -No 3357.90 4375.54 0.00 14020.50 -69271.13 27837.66 Ice 0.9 Dead+ 1.6 Wind 90 deg -No 2518.43 4375.54 0.00 10494.55 -69174.19 27818.88 Ice 1.2 Dead+ 1.6 Wind 180 deg-3357.90 0.00 4633.20 88735.58 0.00 0.00 No lee 0.9 Dead+l.6 Wind 180 deg-2518.43 0.00 4633.12 85103.34 0.00 0.00 Noice Dead+Wind O deg -Service 2798.25 0.00 -1290.93 -9126.73 0.00 0.00 Dead+Wind 90 deg -Service 2798.25 1219.14 -0.00 11672.20 -19283.96 7754.71 Dead+Wind 180 des-Service 2798.25 0.00 1290.89 32470.81 0.00 0.00 $9lution summary · Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -2798.25 0.00 0.00 2798.25 0.02 0.001% 2 0.00 -3357.90 -4633.21 0.00 3357.90 4633.14 0.001% 3 0.00 -2518.43 -4633.21 0.00 2518.43 4633.15 0.001% 4 4375.54 -3357.90 0.00 -4375.54 3357.90 -0.00 0.000% 5 4375.54 -2518.43 0:00 -4375.54 2518.43 -0.00 0.000% 6 0.00 -3357.90 4633.21 0.00 3357.90 -4633.20 0.000% 7 0.00 -2518.43 4633.21 0.00 2518.43 -4633.12 0.002% 8 0.00 -2798.25 -1290.94 0.00 2798.25 1290.93 0.000% 9 1219.14 -2198.25 0.00 -1219.14 2798.25 0.00 0.000% 10 0.00 -2798.25 1290.94 0.00 2798.25 -1290.89 0.001% tnxTower Job P~e 14of41 OMWD OPS CENTER -Upper Trunk 9 of 11 I: I r.·. Load Combination 1 2 3 4 5 6 7 8 9 10 Section No. LI L2 L3 Elevation t 39.00 36.30 33.00 25.20 23.00 19.00 I . Section No. LI L2 L3 Phone: FAX: Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Elevation 38-28 28-20 20-18 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Solar Communications International, Inc. -NQn~(;i'nea,r C;Qove~g,rice: f{esults · . Number Displacement Force of.C):_cles Tolerance Tolerance 6 0.00000001 0.00000001 6 0.00000001 0.00011033 6 0.00000001 0.00009622 9 0.00000001 0.00000001 9 0.00000001 0.00000001 7 0.00000001 0.00000001 6 0.00000001 0.00014577 6 0.00000001 0.00000001 8 0.00000001 0.00000001 6 0.00000001 0.00012946 Horz. Gov. Tilt Twist Deflection Load in Comb. 0 0 1.247 10 0.5091 0.2297 0.356 10 0.2942 0.1082 0.019 10 0.0891 0.0287 .. · Cri~i.c.al Def,Qctlo,n$. ancf: ~~diY$ 9(Ct1rvt~Yre .'."' s·ervi·te Wind,· Appurtenance (4) 6' x 12" x 811 Panel w/ Mount Pipe Branches (Top Section) Top Upper Trunk Branches (Tapered Section) Bottom Upper Trunk Transition Pi~ Elevation Horz. Deflection 38-28 28-20 20-18 in 3.136 0:939 0.051 Gov. Load Comb. 10 10 10 10 10 10 Gov. Load Comb. 6 6 6 Deflection Tilt Twist Radius of Curvature ill 0 0 t 1.247 0.5091 0.2297 3876 1.079 0.4708 0.2070 3876 0.763 0.3977 0.1644 3876 0.189 0.2393 0.0828 1830 0.094 0.1879 0.0626 1790 0.008 0.0460 0.0148 1790 Tilt Twist 0 0 1.2100 0.8242 0.7627 0.3885 0.2404 0.1030 I I '- tnxTower Job P~e 15of41 OMWD OPS CENTER -Upper Trunk 10 of 11 Project Date U1085-336-101 09:43:31 05/31/13 Client Designed by Phone: Solar Communications International, Inc. FAX: I-.. -• · .• : -Ct~tic;~I Deflections and R~dlµ§ Qf-C.ijri~tµre •~ Desigrl.yVind ·. I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Cun>ature t Comb. in 0 0 t 39.00 (4) 6' x 12" x 8" Panel w/ Mount 6 3.136 1.2100 0,8242 1758 Pipe 36.30 Branches (Top Section) 6 2,724 1.1333 0.7430 1758 33.00 Top Upper Trunk 6 1.952 0,9848 0.5901 1758 25.20 Branches (Tapered Section) 6 0.507 0.6332 0.2971 756 23.00 Bottom Upper Trunk 6 0,255 0.5027 0.2246 701 19,00 Transition Piee 6 0.021 0.1243 0,0530 701 1.: .' ·.comp,te$sion oh~'t;/<$ I j:: .·. ·: P.oltto·~sfgf1 Delta .. I Section Elevation Size L Lu Kllr A Pu q>P,, Ratio No. Pu ft ft ft in2 lb lb P,, Ll 38-28 (1) PlOx.365 13th 10.00 20.00 130.3 11.1020 -2132.08 146582.00 O.Dl5 L2 28 -20 (2) P12x.375 13th 8.00 20.00 109.4 13.5872 -2953.72 231870.00 0.013 L3 20-18 (3) P 1 Ox.500 13th 2.00 20.00 131.9 15.0247 -3352.86 194353.00 0.017 Pole ·aen~ing: oesig·n o-ata · I Section Elevation Size M,,. q>M,., Ratio M,,y q>M,,y Ratio No. Mux M,,y ft lb-ft lb-ft pM, .. lb-ft lb-ft pM,,y LI 38-28(1) PlOx.365 13th 42562.25 96606.67 0.441 000 96606.67 0.000 L2 28-20 (2) P12x.375 13th 79456.00 140828.33 0.564 0.00 140828.33 0.000 L3 20-18 (3) PIOx.500 13th 88735.83 129207.50 0.687 0.00 129207.50 0.000 1· Pole ·sheAr D.e,~ign. "PcJta. ·. · Section Elevation Size Actual <j>V,, Ratio Actual (j>T,, Ratio No. Vu v;, T,, Tu ft lb lb <!>V., lb-ft lb-ft pT,, LI 38-28 (1) P!Ox.365 13th 3487.30 174856.00 0.020 0.00 147061.67 0.000 L2 28 -20 (2) Pl2x.375 13th 4647.83 213998.00 0.022 0.00 215275.00 0.000 L3 20-18 (3) PlOx.500 13th 4636.85 236640.00 0.020 0.00 194443.33 0.000 I/ Section No. Ll L2 L3 Section No. LI L2 L3 tnxTower Job OMWD OPS CENTER -Upper Trunk Project U1085-336-101 Client Phone: Solar Communications International, Inc. FAX: Pot~ tnter~1~tion :t)esi,gn·.Data. Elevation ft 38-28 (1) 28-20 (2) 20-18 (3) Elevation ft 38-28 28-20 20-18 Ratio Ratio Pu Mux $P11 cJ>M,,x O.QlS 0.441 0.013 0.564 0.017 0.687 Component Type Pole Pole Pole Ratio Ratio M,,y Vu pM,,y cpv,, 0.000 0.020 0.000 0.022 0.000 0.020 Size PlOx.365 13th Pl2x.375 13th PlOx.500 13th Ratio Comb. Allow. T,, Stress Stress 4>T,, Ratio Ratio 0.000 0.456 1.000 ,/ 0.000 0.577 1.000 ,/ 0.000 0.704 1.000 ,/ Critical p OPa11ow Element lb lb 1 -2132.08 146582.00 2 -2953.72 231870.00 3 -3352.86 194353.00 Pole (L3) RATING= P~e16of41 11 of 11 Date 09:43:31 05/31/13 Designed by Criteria 4.8.2 ,/ 4.8.2 ,/ 4.8.2 ,/ % Pass Capacity Fail 45.6 Pass 57.7 Pass 70.4 Pass Summary 70.4 Pass 70.4 Pass Program Version 6.0.0.8 -9/7/2011 File:N:/2010 Projects/U1085 SCI/Ul085-336-101 OMWD Ops Center (CA, 45' MonoEuc, G)/EngineeringiTNX Tower/OMWD UPPER 1RUNK.eri g C 0 38.0d .2 28.0 1ii ·6) '[j Deflection (in) 0.5 1 I I I I I I I I I I I I----1-..l --1-. -1----I -J. -~ -I- I I I I l I I t I I I 1 I 1 I I I I I J I I 1 I I I 1 l I I I 20.0 I I l I I I I I I I I ! -1-7 -I -I --1-I -f -I --7 -I -r -!- 18.0 I 0 ! I I I I I I I I I I I f I I I I I I I I I 0.5 1.5 I 1.5 TIA-222-G -Service -60 mph Maximum Values Page17of41 0 Tilt (deg) 0.5 _ J __ J ___ J ____ L_J __ l __ L_ I I __ L_J __ 1__1 __ I I I I I I 0.5 0 Twist (deg) I 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I Llll I I I I LL l JJJJ I I I I I I I I I I I I I I I I I I I I I 0.05 0.1 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_I_I_ I I I I I I I I I I I I I I I I I I I I LL 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 LLLl I I I I I I I I I I I I 0.1 0.15 0.2 02 ob: OMWO OPS CENTER -Upper Trunk Project: U1085-336-101 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I lJJJ _ 8.00 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I lJJJ 0.00 I I I I I I I I I I I I 0.25 Client: Solar Communications International, Inc Drawn by: App'd: Phone: FAX: Code: TIA-222-G Date: 05/31/1 scale: NTS -~k~ TIA-222-G -85 mph Exposure C Maximum Values ----Vx ----Vz Global Mast Shear (lb) 5000 g c I I .2 28.0 ------~-------~------~-I I -~ --_,_ ------ ! w ' J I ' I I I I I I I I I I 20 I l I I 1-----1------:-------:------r I I I I I I I l 18.00 I 0 _j__ ! 5000 0 0 Mx Page 18 of 41 Global Mast Moment (lb-ft) 50000 I I \l ~ I ;\ I I I I I I I I I I I I I Mz 100000 8.00 I '\ --_:_ --J ---t ---: ------.i.. ---I----1----I ---8.00 I I I I ~ \ I I ------1---! ---1 -- ' 50000 I I I I 100000 ,I, 18.011 ,h !I! ~ ~ "' ~ al 0 0 ., a. "' 1Q.JL ., ., 0 "' g :s C C 0 fi. .. f tl i "' C e ti .3 Cl (10 Ll Page 19 of41 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION (4) 6' x 12'. x 8" Panel w/ Mount Pipe 40 Surge Suppressor w/ Mount Pipe 40 (4) 6' x 12" x 8" Panel w/ Mount Pipe 40 Surge Suppressorw/ Mount Pipe 40 (4) 6' x 12'' x 8" Panel w/ Mount Pipe 40 Top Upper Trunk 1 33 12'-0"T·Arm 40 Top Upper Trunk 2 33 12'-0"T·Arm 40 Top UpperTrunk3 33 12'-0"T·Arm 40 Branches 31.3 (8) Generic RRU 40 Bottom Upper Trunk 2 23 (8) Generic RRU 40 Bottom Upper Trunk 3 23 (8) Generic RRU 40 Bottom Upper Trunk 1 23 Surge suppressor w/ Mount Pipe 40 Transition Pipes 19 MATERIAL STRENGTH I ~RADE I Fy I Fu I GRADE / Fy Fu 35ksl 63 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 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: 59% 0 ALL REACTIONS ARE FACTORED AXIAL 12955 lb SHEAR ~"'\ MOMENT 15041 lb _L_J t 469374 lb-ft REACTIONS-85 mph WIND ob. OMWO OPS Center -Lower Trunk Project· U1085-336-101 Client: Solar Communications International! Drawn by: Phone: Code: TIA-222-G jDate: 05/31/13 FAX: Path: " ·"-' App'd: Scale· NTS ;M'gNo. E-1 tnxTower Job OMWD OPS Center -Lower Trunk Project U1085-336-101 Client Phone: Solar Communications International FAX: I. -T <>Wer-h).1.iut O.ata _· ; 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 85 mph. Structure Class Il. Exposure Category 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. Pf!itfJe 20 of 41 1 of 10 Date 09:32:12 05/31/13 Designed by Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Section Elevation L1 18.00-1.00 Tower Gusset Gusset Elevation Area Thickness (per face) t ,2 in Ll 18.00-1.00 Section Length t 17.00 Pole Size P30x3/8 Gusset Grade Adjust. Factor A1 Pole Grade A53-B-35 (35 ksi Adjust. Factor A, Socket Length ft Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Base Plate Data Base plate is square Base plate is grouted Anchor bolt grade Anchor bolt size Number of bolts Embedment length fc Grout space Base plate grade Base plate thickness Bolt circle diameter Outer diameter Inner diameter ~ -.j Fl554-55 2.0000 in 8 60.0000 in 4ksi 3.0000 in A572-50 2.0000 in 40.0000 in 42.0000 in 30.1250 in Double Angle Stitch Bolt Spacing Horizontals in I _J tnxTower Job OMWD OPS Center -Lower Trunk Phone: FAX: /_-, Description Face or Le AVA7-50 (1-5/8 LOW C DENSI FOAM) _ I: Tower Tower Section Elevation t Ll 18.00-1.00 /_ Tower Feed Line Section Record No. I Description Upper Trunk (I) Upper Trunk (2) Upper Trunk (3) Branches Allow Shield No Project U1085-336-101 Client Solar Communications International Base Plat~ Data Comer clippled Base plate type Bolts per stiffener Stiffener thickness Stiffener height Component Placement Type t Inside Pole 16.00-LOO 8.0000 in Stiffened Plate I 0.7500 in 11.0000 in Total Number 36 Noice C,tAA r1.t 0.00 Weight 0.72 Feed_,in~/(.fn'-J_r A.eeu_nenan-c~~ Section Ar~J$ Face AR AF CAAA C,tA.,1 Weight In Face Out Face ff r r ff lb A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 388.80 · $hJel<Ur19-FactQr· Ka_ Description Feed Line Ka Ka Se entElev. No lee lee -IJse,f O~fine~ Lo~ds - Elevation Offset Azimuth Weight Fx F, Wind Force From Angle Centroid t t 0 lb lb lb lb 28.00 4.00 0.0000 No Ice 668.00 0.00 0.00 238.57 Service 668.00 0.00 0.00 106.36 28.00 4.00 120.0000 No Ice 668.00 0.00 0.00 238.57 Service 668.00 0.00 0.00 106.36 28.00 4.00 240.0000 No Ice 668.00 0.00 0.00 238.57 Service 668.00 0.00 0.00 106.36 32.00 0.00 0.0000 No Ice 2121.00 0.00 0.00 6468.05 Service 2121.00 0.00 0.00 2883.59 P~e21 of41 2 of 10 Date 09:32:12 05/31/13 Designed by I . I C,tAc r 12.75 12.75 12.75 12.75 12.75 12.75 336.09 336.09 tnxTower Job P~e22of41 OMWD OPS Center -Lower Trunk 3 of 10 Project Date U1085-336-101 09:32:12 05/31/13 < Client Designed by Phone: Solar Communications International FAX: Description Face Offset Offsets: Azimuth Placement C,iAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft Jt2 Jt2 lb ft t (4) 6' x 12" x 8" Panel w/ A From Face 3.00 0.0000 40.00 No Ice 8.40 7.29 105.90 Mount Pipe 0.00 0.00 (4) 6' x 12" x 8" Panel w/ B From Face 3.00 0.0000 40.00 No lee 8.40 7.29 105.90 Mount Pipe 0.00 0.00 (4) 6' x 12" x 8" Panel w/ C From Face 3.00 0.0000 40.00 Noice 8.40 7.29 105.90 Mount Pipe 0.00 0.00 12'-0" T-Ann A From Face 3.00 0.0000 40.00 No lee 4.20 4.20 220.00 0.00 0.00 12'-0" T-Ann B From Face 3.00 0.0000 40.00 No lee 4.20 4.20 220.00 0.00 0.00 12'-0" T-Ann C From Face 3.00 0.0000 40.00 No Ice 4.20 4.20 220.00 0.00 0.00 (8) Generic RRU A From Face 3.00 0.0000 40.00 Noice 1.40 0.70 30.00 0.00 0.00 (8) Generic RR,U B From Face 3.00 0.0000 40.00 No Ice 1.40 0.70 30.00 0.00 0.00 (8) Generic RRU C From Face 3.00 0.0000 40.00 No Ice 1.40 0.70 30.00 0.00 0.00 Surge Suppressor w/ Mount A From Face 3.00 0.0000 40.00 No Ice 2.45 2.45 48.25 Pipe 0.00 0.00 Surge Suppressor w/ Mount B From Face 3.00 0.0000 40.00 No Ice 2.45 2.45 48.25 Pipe 0.00 0.00 Surge Suppressor w/ Mount C From Face 3.00 0.0000 40.00 No Ice 2.45 2.45 48.25 Pipe 0.00 0.00 Gu=1.100 Section z Kz q, Aa F AF AR A1,g Leg C.0A C,0,1 Elevation a % In Out C Face Face ft ft TJS( rt2 e rt2 rt2 rt2 ff rr LI 18.00-1.00 9.50 0.85 15 42.500 A 0.000 42.500 42.500 100.00 0.000 0.000 B 0.000 42.500 · 100.00 0.000 0.000 C 0.000 42.500 100.00 0.000 0.000 tnxTower Job P~e23of41 QMWD OPS Center -Lower Trunk 4 of 10 Project Date U1085-336-101 09:32:12 05/31/13 Client Designed by Phone: Solar Communications International FAX: Gu=1.100 Section z Kz -q, Ao F AF AR A1,g Leg C,iAA C,tAA Elevation a % In Out C Face Face ft ft vsf ff e ff ff ff ff ff LI 18.00-1.00 9.50 0.85 7 42.500 A 0.000 42.500 42.500 100.00 0.000 0.000 B 0.000 42.500 100.00 0.000 0.000 C 0.000 42.500 100.00 0.000 0.000 , .. I Section Add Self F e CF qz DF DR Ae F w Ctr/. Elevation Weight Weight a Face C psf ft lb lb e ff lb vlf Ll 18.00-1.00 388.80 2018.94 A I 0:6 15 I 1 42.500 418.94 24.64 C B 1 0.6 I I 42.500 C 1 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 3561.00 418.94 lb-ft , .. Section Add Self F e CF qz DF DR Ae F w Ctr/. Elevation Weight Weight a Face C psf ft lb lb e ff lb p{f LI 18.00-1.00 388.80 2018.94 A l 0.6 15 1 I 42.500 418.94 24.64 C B I 0.6 1 1 42.500 C I 0.6 I 1 42.500 Sum Weight: 388.80 2018.94 OTM 3561.00 418.94 lb-ft . tower Forces--··No fee·,_ Wind 9(fTo Face .. • ""' 4,. ,_. ,., ,. -., / -.-.. • • ,, •• ,, ... ,, "·.. •,., ' ••• Section Add Self F e CF qz DF DR Ae F w Cttl. Elevation Weight Weight a Face C psf . ft lb lb e ff lb vlf Ll 18.00-1.00 388.80 2018.94 A 1 0.6 15 1 1 42.500 418.94 24.64 C B 1 0.6 I I 42.500 C l 0.6 1 1 42.500 Sum Weight: 388.80 2018.94 OTM 3561.00 418.94 lb-ft tnxTower Job Section Elevation ft Ll 18.00-1.00 Sum Weight: Section Elevation ft LI 18.00-1.00 Sum Weight: Section Elevation ft LI 18.00-1.00 Sum Weight: Leg Weight Load Case Phone: FAX: Add Weight lb 388.80 388.80 Add Weight lb 388.80 388.80 Add Weight lb 388.80 388.80 Project Client Self F Weight a C lb e 2018.94 A B C 2018.94 Self F Weight a C lb e 2018.94 A B C 2018.94 Self F Weight a C lb e 2018.94 A B C 2018.94 Vertical Forces lb 2018.94 e e e Pff!f:!e 24 of 41 OMWD OPS Center -Lower Trunk 5 of 10 Date U1085-336-101 09:32:12 05/31/13 Solar Communications International Designed by -Cp q, DF DR AE F w Ctr!. Face psf f,! lb TJlf 1 0.6 7 1 1 42.500 186.77 10.99 C 1 0.6 1 1 42.500 I 0.6 1 1 42.500 OTM 1587.57 186.77 lb-ft Cp q, DF DR AE F w Ctr!. Face psf ff lb off 1 0.6 7 1 1 42.500 186.77 10.99 C 1 0.6 1 1 42.500 1 0.6 1 1 42.500 OTM 1587.57 186.77 lb-ft CF q, DF DR AE F w Ctr!. Face psf ff lb p{f 1 0.6 7 1 I 42.500 186.77 10.99 C 1 0.6 1 1 42.500 1 0.6 1 1 42.500 OTM 1587.57 186.77 lb-ft Sum of Forces X Sumof Forces z Sum of Overturning Moments,M, lb-t Sum of Sum of Torques lb lb t.,,·. Overturning Moments, M, lb-t I' tnxTower Job P'9ifle 25 of 41 Load Case Bracing Weight Phone: FAX: Vertical Forces lb Total Member Self-Weight Total Weiglit Wind O deg-No Ice Wind 90 deg -No Ice Wind 180 deg -No Ice Total Weight Wind O deg -Service Wind 90 deg -Service Wind 180 de -Service Comb. No. 1 2 3 4 5 6 7 8 9 10 Section No. LI Dead Only 1.2 Dead+ 1.6 Wind O deg -No Ice 0.9 Dead+l.6 Wind O 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+l.6 Wind 180 deg-No Ice 0.9 Dead+ 1.6 Wind 180 deg -No Ice Dead+Wind O deg -Service Dead+Wind 90 deg -Service Dead+Wind 180 deg-Service Elevation Component ft Type 18-l Pole Location Condition Gov. Load Comb. Pole Max. Vert 4 Max.Rx 10 Max. H, 3 Max.M, 2 Max.M, 4 Max. Torsion I OMWD OPS Center -Lower Trunk 6 of 10 Project Date U1085-336-101 09:32:12 05/31/13 Client Solar Communications International Designed by Description -4404.89 0.00 4404.89 Sum of Overturning Moments, M, lb-t 0.00 0.00 -312225.50 0.00 312225.50 0.00 -139196.51 0.00 139196.51 Sum of Sum of Torques Overturning Moments, M, lb-t 0.00 .: 0.00 ;'.,,;" , 0.00 0.00 -312225.50 0.00 0.00 0.00 0.00 -~ i; ','' 0.00 0.00 -139196.51 0.00 0.00 0.00 Max_imlJQl Member fQr~e,$, Condition Gov. Axial Major Axis Minor Axis Load Moment Moment Comb. lb lb-ft lb-ft Max Tension 1 0.00 0.00 0.00 Max. Compression 4 -11188.88 -500275.93 0.00 Max.Mx 4 -11188.88 -500275.93 0.00 Max.My 2 -11188.88 0.00 500275.93 Max. Vy 4 15812.26 -500275.93 0.00 Max. Vx 2 -15812.26 0.00 500275.93 'MS:~i111 µ:m: .R~~~ti<>m~ ~- Vertical Horizontal, X Horizontal, Z lb lb lb 11193.95 -15808.67 0.00 9328.29 0.00 -4404.89 8395.46 0.00 15808.67 500275.93 0.00 15808.67 500275.93 -15808.67 0.00 0.00 0.00 0.00 I tnxTower Job OMWD OPS Center -Lower Trunk Project U1085-336-101 Client Phone: Solar Communications International FAX: Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb lb lb Comb. Min. Vert 3 8395.46 0.00 15808.67 Min.Hx 5 8395.46 -15808.67 0.00 Min.Hz 7 8395.46 0.00 -15808.67 Min.Mx 6 -500275.93 0.00 -15808.67 Min.Mz 1 0.00 0.00 0.00 Min. Torsion 5 0.00 -15808.67 0.00 I:-tower Mast Reaction ·summary . ,.";_, " -•" •'.,, • > •,,,, ,L~\ • •, ...,,,_,,' --~,• Load Vertical Shear, Shear, Overturning Combination Moment,M, lb lb lb lb-ft Dead Only 9328.29 0.00 0.00 0.00 1.2 Dead+ 1.6 Wind O deg -No 11193.95 0.00 -15808.67 -500275.93 Ice 0.9 Dead+ 1.6 Wind O deg -No 8395.46 0.00 -15808.67 -500096.08 Ice 1.2 Dead+l.6 Wind 90 deg-No 11193.95 15808.67 0.00 0.00 Ice 0.9 Dead+l.6 Wind 90 deg-No 8395.46 15808.67 0.00 0.00 Ice 1.2 Dead+ 1.6 Wind 180 deg -11193.95 0.00 15808.67 500275.93 No Ice 0.9 Dead+ 1.6 Wind 180 deg-8395.46 0.00 15808.67 500096.08 No Ice Dead+Wind O deg -Service 9328.29 0.00 -4404.89 -139362.40 Dead+Wind 90 deg -Service 9328.29 4404.89 0.00 0.00 Dead+Wind 180 de~ -Service 9328.29 0.00 4404.89 139362.40 I .. . $oluli9n'· $u.mmc;1ry · Sum of Applied Forcl!s Sum of Reactions Load Comb. 1 2 3 4 5 6 7 8 9 10 Load Combination PX lb 0.00 0.00 0.00 15808.67 15808.67 0.00 0.00 0.00 4404.89 0.00 Converged? Yes PY PZ lb lb -9328.29 0.00 -11193.95 -15808.67 -8395.46 -15808.67 -11193.95 -8395.46 -ll193.95 -8395.46 -9328.29 -9328.29 -9328.29 Number ofCycles 6 0.00 0.00 15808.67 15808.67 -4404.89 0.00 4404.89 PX lb 0.00 0.00 0.00 -15808.67 -15808.67 0.00 0.00 0.00 -4404.89 0.00 Displacement Tolerance 0.00000001 PY lb 9328.29 11193.95 8395.46 11193.95 8395.46 11193.95 8395.46 9328.29 9328.29 9328.29 Force Tolerance 0.00000001 Overturning Moment,M, lb-ft 0.00 0.00 0.00 -500275.93 -500096.08 0.00 0.00 0.00 -139362.40 0.00 PZ lb 0.00 15808.67 15808.67 0.00 0.00 -15808.67 -15808.67 4404.89 0.00 -4404.89 Pf!lffle 26 of 41 7 of 10 Date 09:32:12 05/31/13 Designed by Torque lb-f! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I %Error 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% 0.000% I 2 3 4 5 6 ·7 8 9 10 Section No. LI Elevation 40.00 32.00 28.00 Section No. LI Elevation 40.00 32.00 28.00 tnxTower Phone: FAX: Yes Yes Yes Yes Yes Yes Yes Yes Yes Elevation 18 -l Job Project Client 6 6 6 6 6 6 6 6 6 Horz. Deflection in 0.258 Gov. Load Comb. 8 P~e27 of41 OMWD OPS Center -Lower Trunk 8 of 10 Date U 1085-336-101 09:32:12 05/31/13 Solar Communications International Designed by 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 I Tilt Twist 0 0 0.1293 0.0000 . · . CriticaJ Deflect,ons: .and :RadiU:s of: cu:rvatyr,e,:. Service Wind Appurtenance ( 4) 6' x 12" x 8" Panel w/ Mount Pipe Branches Upper Trunk(!) Elevation Horz. . ft 18 -1 Deflection in 0.925 Appurtenance (4) 6' x 12" x 8" Panel w/ Mount Pipe Branches Upper Trunk (1) . Gov. Load Comb. 8 8 8 Gov. Load Comb . 2 Gov. Load Comb. 2 2 2 Deflection in 0.258 0.258 0.258 Tilt 0.4642 Deflection in 0.925 0.925 0.925 Tilt Twist Radius of Curvature 0 0 t 0.1293 0.0000 Inf 0.1293 0.0000 Inf 0.1293 0.0000 Inf I Twist 0.0000 I Tilt Twist Radius of Curvature 0 0 t 0.4642 0.0000 Inf 0.4642 0.0000 Inf 0.4642 0.0000 Inf tnxTower Job Ii:._ Plate Thickness in 2.0000 r .. Section No. LI Phone: FAX: Number of Anchor Bolts 8 Elevation ft 18 -1 (1) Project Client Anchor Bolt Actual Size Allowable Ratio Bolt Tension lb in 2.0000 56179.00 132535.94 0.42 Size P30x3/8 P~e28of41 OMWD OPS Center -Lower Trunk 9 of 10 Date U1085-336-101 09:32:12 05/31/13 Solar Communications International Designed by --· e•$e ;P,la,te. P,~!$ig.ri Pat~: .. Actual Allowable Ratio Concrete Stress ksi 1.150 4.080 0.28 L ft 17.00 Actual Allowable Ratio Plate Stress ksi 25.168 45.000 0.56 L11 ft 17.00 Actual Controlling Critical Allowable Condition Ratio Ratio Stiffener Stress ksi 8.297 Plate 0.56 45.000 ,/ 0.18 Kllr A P11 <l>P II Ratio P11 in2 lb lb 4>P11 39.0 34.9011 -11188.90 1017250.00 0.011 I: . :Pole Be.·ndi.og' Oe$igrir Qata, Section Ele1•ation Size M,,x. (j>M,.., Ratio Muy <i>Mny Ratio No. Mux ul)' ft lb-ft lb-ft pM,,. lb-ft lb-ft pM.,,, LI 18-1(1) P30x3/8 500275.83 813829.17 0.615 0.00 813829.17 0.000 I Pqle $he~~r ()~sigl1J.)a_tj1: Section Elevation Size Actual <J>V,, Ratio Actual (j>T,, Ratio No. v. v;, T,, T. ft lb lb pVn lb-ft lb-ft pT,, LI 18-1(1) P30x3/8 15812.30 549693.00 0.029 0.00 1340308.33 0.000 tnxTower Job P~e29of41 OMWD OPS Center -Lower Trunk 10 of 10 Project Date U1085-336-101 09:32:12 05/31/13 , . Section No. Ll Section No. Ll Phone: FAX: Elevation ft 18-1(1) Elevation ft 18 -1 Ratio P,, pP,, 0.011 Client Ratio Mu, pM,,. 0.615 Component Type Pole Solar Communications International Designed by Ratio Ratio Ratio Comb. Allow. Criteria Muy v,, Tu Stress Stress <j>M,w pv,, q>T,, Ratio Ratio 0.000 0.029 0.000 0.627 1.000 v' 4.8.2 V Size Critical p OPa11ow % Pass Element lb lb Capacity Fail P30x3/8 -11188.90 1017250.00 62.7 Pass Summary Pole (LI) 62.7 Pass Base Plate 55.9 Pass RATING= 62.7 Pass Program Version 6.0.0.8 -9/7/2011 File:N:/2010 Projects/Ul085 SCI/Ul 085-336-101 OMWD Ops Center (CA, 45' MonoEuc, G)/Engineering/1NX Tower/OMWD LOWER TRUNK.eri I TIA-222-G -85 mph Exposure C Maximum Values Mx ---Mz Page 30 of41 ----Vx ---Vz 0 18.00 g C 0 1 jjj 1.01 0 Global Mast Shear (lb) 5000 10000 15000 'r-t--.i, 1111 1111 j j -i-r-~~ ~ JI I I I I I I I '. ~~ ! I I I 11111111~_1 I I l I : I : I ~ : : : : l : I : : : : : I t I I I I ! I I I l I I j 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 I I I I I I J I I I I I t 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 I I 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 1 I I I I I I I l I I I I I I I I I I I I I I l I I I l I I I I J I I I l I ! I I I I I I I I I I 1 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 1 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 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 f I I I l I I I I I I I I I I I l 1 I I I I I I I l I I I I I I I I I I I l I I 1 I { I I I I I I I I I I I 1 I I I I I I I I I I l 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 J I I I I I I I I I i l 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 t I I I l 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 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 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 t 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 l I ! J I I I I I I I I I r I I I ! I I I I I I I I I f I t I I I I I I I I J 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 I I I I I I I I I I I I I I I I I I I I I I l I f I I I I I I I I I I l f I I I I I l I I I I I l I I I I I I I I I I I t 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 l I 1 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 l I I I I I I I I I I J 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 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 1 I I I I l I I I I I I I I I I t l I ! I I I I I I I l l 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 1 I l I I I i I I l I I I I I I I I l I I I I I I I I I I 1 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 l I I I I I f I I I I I I I I I I I f I I I I l 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 J I I I I ' 5000 10000 15000 20000 0 20000 0 Global Mast Moment (lb-ft) 500000 1800 I I I I I : : \ I I \ I I : : \ I : \ I \ \ \ i\ I I \. \ : \: 1, \, \, \ :\ i \ :\ \ 1.00 500000 ob: OMWD OPS Center -Lower Trunk Project: U1085-336-101 Client: Solar Communications International I Drawn by: Phone: code: TIA-222-G / Date: 05/31 /13 FAX: Path: ' ' , • ~5' "' App'd: Scale: NTS gwsNo. E-4 g C 0 :g > (I) w 0 18.00 0 I I I I I I I I I I I I I I I I I I I J I I I I l ~ 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 ,I I I I l I I I I I I I I I JI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I JI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Deflection (in) 0,05 0.1 0.15 Ir I I I I I I I l JI 0,05 I I l I JI I I I I l I I l I J J J J J J I I I I l I I I J J l I JI l I l I I I J I I I I I l 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 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 r I I I I I I I I I 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 J I I I I I I JI I I I I I I l I I I I I I I I J I J I I JI J I l l I I l I I I I J I I J JI J I I I I I I I I I J J J 1 I I I J J J I I I I I I I I I I I l 0.15 I I I I l l I l I l I I I I I I l l J I l I I JI I J l I I J l JI JI l I I I I I l I I l I J I l I I I I I I l I I I J J l I JI I l JI I 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 l I l I I l l I I J I I I I I I I I 'l 0.2 0.2 0,25 l 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 l I I I I l I I l I I I I l I I I I I I I I I JI 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 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 l I I I I I r I I I I I I I 0.25 TIA-222-G -Service -60 mph 0 Tilt (deg) 0.05 0.1 0.05 0.1 0.15 I I T I I I I 0.15 0 Maximum Values Page 31 of41 Twist (deg) I I I 0.05 0.05 I I I I I I I I ob: OMWD OPS Center -Lower Trunk Project: U1085-336-101 ci,ent: Solar Communications International! Drawn by· I I Phone: code: TIA-222-G JDate.05/31/13 FAX: Path: l'fJ1"'"--~»1 ' 1.00 0.1 App'd: Scale: NTS f;WgNo. E-5 .5 a ~l .5 a a a a ci CD .5 8 a a 'ij. .5 a ~ ~ g ' \ ©> @ I ; • 40.0000 in @ @ I • I Page 32 of41 FOUNDATION NOTES 1. Plate thickness is 2.0000 in. 2. Plate grade is A572-50. 3. Anchor bolt grade is F1554-55. 4. re is 4 ksi. ob: OMWD OPS Center -Lower Trunk Project U1085-336-101 Client: Solar Communications International I Drawn by: App'd: Phone: code: TIA-222-G jDa!e: 05/31/13 Scale: NTS FAX: Path. _?wg No. F-1 N~o~· .... ~A--~···1 ' ,~ .. ,;,.., Page 33 of41 JOB NO.: U1085-336-101 DESIGNED: JSP DAT!=: 05/31/13 CHECKED: TPH SHEET OF 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= s.= S1= II D 1.00 C 1.50 1.170 0.440 0.03 Fa= Fv= SMs= SM1= Sos= So1= Cs(MIN) = 0.03 Cs(MIN) = 0.8 x S1 / {R / Is) = Cs(MAX) = So1 / {Ta X (R /Is))= Ta= CtX h/= Cs = Sos I ( R / Is ) = V=C5 xW= (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 Reactions From Wind: Vu (kips): 15.0 Wt (kips): 8.3 Structure Height 40 PROJECT: OMWD OPS CENTER Reinforced Access Port Analysis Reinforced Access Port: Width, w:~· ·· 10 inches Thickness, t1: O.S inches Depth, d: · · 4 inches Projection, p: · .0.5 inches Pole Shaft Loading: Mu:B· _·. 470 k~p-ft Pu: . 13. kips Vu: ·· . 15 kips Properties @ Access Port: Pole Dia.:~in Pole Thickness, t4~~in ApoleNoAccess· I PoleNoAccess: SPoleNoAccess: Areinforced: I reinforced: Sreinforced: K. L r: F'y: KUr: Ac: Fer: .. 34.9 3829.4 255.3 35.3 3684.3 237.7 1 40 10.22 35.0 47.0 0.5 22.7 ft in ksi ksi Mn 84t,9 kip-ft Pn: ·798.9 kip Vn. 616,9 kip Interaction Check: ....._ __ 0._64_.OKA Y JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET El . 290QOlks~ Fy:. . . 35 ks1 OF Page 34 of41 DESIGNED: JSP CHECKED:TPH Page 35 of41 JOB NO.: U1085-336-101 DESIGNED: JSP DATE: 05/31/13 CHECKED: TPH SHEET OF PROJECT: OMWD OPS CENTER Foundation Design PROJECT: OMWD OPS CENTER Anchorage Embedment Design Vertical Bar Size Cone. Comp. Strength Pier Diameter Pier Depth Top of Pier Elevation Concrete Volume Side Cone. Cover Top Cone. Cover Bolt Gircle Dia. . ' . ' Horizontal Tie Size # Anchor Rods Anchor Rod Dia . ' #8' 4500 '5 .. 19 . 6 14.2 3 3 40 #5 .8: 2.00 psi ft ft inches yards inches inches inches inches 'l't (bar loc. factor): · · 1.0. ACI 12.2.4a ----, 'l'e (epoxy coating factor): 1.0 ACI 12.2.4b 'l's (bar size factor): 1.0 ACI 12.2.4.c ,. ( concrete type factor): · 1 .. 0 ACI 12.2.4.d Bar Diameter: 1----,-.,,--1 Horiz. Tie Diameter: 1----=~ Min.Cir Dist. Btwn Anchor & Rod: 1----=-""'1 Max. Cir Dist. Btwn Anchor & Rod:,___~__, Req'd Lap Length: 1---.;;..;.;.~ Min. Required Embedment Depth:..___-=;;., JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET OF IN 10P M , rANCHORROO CO\/ER ... ,,;,, ~ V § !!i 0.. s p a w a: ' ' ·..__ I'\ " l..l' T.REISF. _/ VER I ~ MIN,,SDE COVER , ' SOLT CIRCLE DlA.. PERDIAMETER Page 36 of41 DESIGNED: JSP CHECKED:TPH f 0 I lil ~ , Required Lap Length + Max distance between anchor and rod + 0.S*Bar diameter + 0.S*Anchor diameter + To cover Available Pullout with Heavy Hex.--___ ,. .... ---r;;;--;;-;:::~::-~::-;;-;::;-M~ Nut:I 1so7oshbs IB*Abrg*fc -(Per ACI D15) I Transverse Reinforcement Design (see 2009 IBC Sections 1810.3.9.4.1 and 1810.3.9.4.2) Seismic Design Category: C[:J Site Class:~ Type of Transverse Reinforcement Transverse fy1 Seismic Hooks Required? Tie Size OK? ' .Spiral'..· 6Q. Yes Yes ksi Spacing at Top ofPier:~in Spacing at Bottom of Pier: ~in Total Pier Lengthrn9.5 ft Top Pier Length: 15 ft Bottom Pier Length: 4.5 ft JOB NO.: U1085-336-101 DATE: 05/31/13 SHEET DESIGNED: JSP CHECKED:TPH OF PROJECT: OMWD OPS CENTER Drilled Pier Design Design Loads (Factored I ;.): 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, dmin (opt'I): Max. Pier Depth, dmax (opt'I): Soil Properties: Allow. Bearing Pressure: Factor of Safety: 1/3 increase for short. term loads? Later:al Bearing, S: Factor of Safety: Max. Lateral Bearing (opt'I): Top Depth to Ignore: 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, d,eqd: ~k ~k-ft e:3: 0.50 ft 19;0, ft 1~.o ft ft ~psf ud 230 2 3,450 0.0 No No pcf psf ft 157.1 !k 20,053 lb 31.8 ft 6,900 psf 1,840 psf 5.10 Max. Down, Pu-down/ 0.75 = Max. Uplift, Pu-uplift/ 0.75 (opt'I) = LJif]k ~k Volume of'Concrete: 383 ft3 Volume of Concrete: /.;;tf?.({ yd3 Weight of Concrete: 57.4 !k Optional Parameters for Uplift: Skin Friction: §psf Factor of Safety: Top Length to Ignore: ft 1 /3 increase for short term loads? Combine wt Bearing: Bearing capa"ity OK. Lateral bearing capacity OK. Page 37 of41 ,. Description : Drilled Pier Page 38 of41 , ··· :pile;,= N;12Q1 Qf?R:-1~4J~S~11P1 eys~p.,.\ \EN~lN~1\E.o.e~lo1ofijw1J:ec6 , · •.. , , ,; :> .:\ , · ; :·. J ::.:, L'.ENescA'Cc;.,i~o. ~ ooa.-201 a;,aµiid;a11;3,512;.ver:s:m2s -: •• [Ge11er!l·lnfotmation ___ · _ .. -·--.. ·«-· ___ · .. __________________________ _ fc: Concrete 28 day strength ::: 4.50 ksi E = = 3,823.68 ksi Density ::: 145.0 pcf J3 ::: 0.8250 fy-Main Rebar ::: 60.0 ksi E-MainRebar ::: 29,000.0ksi Allow. Reinforcing-Limits Min. Reinf. Max. Reinf. ASTM A615 Bars Used = 0.50% ::: 8.0% Overall Column Height End Fixity ::: 19.50ft Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 6.5 ft, K = 2. 1 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 6.5 ft, K = 2.1 L Cbl'umn Cross Section ·· _ .... _ ._ _ _ _ _ · ___ --~'. __________________________ _ Column Dimensions £0.0in Diameter, Column-Edge to Rebar Edge Cover= 3.0in Column Reinforcing : 18.0 -#8 bars Column self weight included: 55,517.8 lbs* Dead Load Factor AXIAL LOADS ... Axial Load at 19.50 ft above base, D = 10.830 k BENDING LOADS ... Lat. Point Load at 19.50 ft creating Mx-x, W = 9.40 k Moment acting about X-X axis, W = 294.0 k-ft [' D~SIGNSUMM/4RY ·--..... ".,. ... 1 Load Combination Location of max.above base +0.90D+1.60W+1.60H 19.369ft Maximum Stress Ratio Ratio= (Pu"2+Mu"2)".5 / (PhiPn"2+PhiMn"2)".5 Pu= 59.713 k (j) *Pn= Mu-x= Mu-y= -763.68 k-ft 0.0 k-ft MuAngle= 180.0deg (j) * Mn-x = (j) * Mn-y·= 0.392: 1 155.836k 1,988.84 k-ft 0.0 k-ft Mu at Angle= 763.68 k-ft (j)Mn at Angle= 1,946.91 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal rv,ax. Compressive Axial Capacity Pnmin: Nominal Min. Tension Axial Capacity cp Pn, max : Usable Compressive Axial Capacity (j) Pn, min: Usable Tension Axial Capacity 11,613.7 k -853.20 k 6,910.18 k -597.24 k y '#8 ·; ··#8.··#il. · .. #8 ... '#!i. ;, X-t--.#"'"B.-. --'--+-~~-x :,a· .• '#8_-.·.· :.:> '. .. ~ soJiin Entered loads are factored per load combinations specified by user. Maximum SERVICE Load Reactions .. TopalongY-Y O.Ok BottomalongY-Y Top along X-X 9.40 k Bottom along X-X Maximum SERVICE Load Deflections ... Along Y-Y 0.05588 in at 19.50 ft above base for load combination : w Only Along X-X O.Oin at 0.0ft above base for load combination : General Section Information . cp = 0. 70 ~ = 0.8250 p : % Reinforcing 0.5029 % Rebar% Ok Reinforcing Area 14.220 in"2 Concrete Area 2,827.43 in"2 0.0 k 9.40 k 0 = 0.850 Description : Drilled Pier Page 39 of41 File =-N:\20101?R~11U1085S~1\U168BO'-11ENGINE..,.1\Enercalc\om\vd.ecft • . . ;_ • ~: ENERCAtC,.[NQ. 1983,2(!13; Build:6.1_3.5,2;_¥er.6,9.25-· •• !.·. ~Q~erningloa~.Conibination:Results · ·. . ·-:-1 Goyerriing Fa¢torect· · ·,LoiidCO!llbinl!tibil · _! Momerit$our~:Dist. ff<?ID-~ial:i6ad :k.:.: : _ . · _Eie~dingAnf!lyii~--~a~: :' . -•• -·· .-;LJ6lit$tignl / -X-X -'(>f bc!Se ft· -· Pu q> *fin, · o~ . ·~x·Mux .. ;§__{_ ~y~Jv1~{ ;Alptta-(~aj)° O;~i:l:' • · -cp Mn:---• R~tlfv· -+-1.-40-D------~---~-19-.3-7--92]9-6,910.18 0.000 0.013 +1.20D+0.50Lr+1.60L+1.60H 19.37 79.62 6,910.18 0.000 0.012 +1.20D+1.60L+0.50S+1.60H 19.37 79.62 6,910.18 0.000 0.012 +1.20D+1.60tr+0.50L 19.37 79.62 6,910.18 0.000 0.012 +1.20D+1.60lr+0:80W Actual 19.37 79.62 561.42 1.000 0.143 -381.84 180.000 381.84 2,670.96 +1.20D+0.50L+1.60S 19.37 79.62 6,910.18 0.012 0.000 +1.20D+1.60S+0.80W Actual 19.37 79.62 561.42 1.000 0.143 -381.84 180.000 381.84 2,670.96 +1.20D+0.50Lr+0.50L+1.60W Actual 19.37 79.62 201.08 1.000 0.376 -763.68 180.000 763.68 2,030.24 +1.20D+0.50L+0.50S+1.60W Actual 19.37 79.62 201.08 1.000 0.376 -763.68 180.000 763.68 2,030.24 +1.20D+0.50L+0.20S+E 19.37 79.62 6,910.18 0.012 0.000 +0.90D+1.60W+1.60H Actual 19.37 59.71 155.84 1.000 0.392 -763.68 180.000 763.68 1,946.91 +0.90D+E+1.60H 19.37 59.71 6,910.18 0.009 0.000 [3I~i!!!µffdte~~!O~S,--lt~fa~Ql'._8,~ _ -:··~:-~~-_--·=-ci ______________ N_o_te_: o_n_ly_n_o_n_-z_er_o_re_a_ct_io_ns_a_r_e_lis_te_d_. _ Reaction alongX-XAxis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 66.348 k W Only 9.400 9.400 k k k D+W 9.400 9.400 k k 66.348 k f M~Jmutn·-Defle~tions fQr-Load Combinations aUnfactored L9ads . . ~ . · " ,. -. Load Combination DOnly WOnly D+W f . -Sketc~e.s .: _ ---· · · . ' •,a: y Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in -· .. ~ ~--.. .... ~~-·· .-..-· ~--·'""'"'i ',a X.-1-'.,.,,sc-----<------=f-:X ',s .•.. •.,a, •. ·n: y 60.0 In Distance 0.000 0.000 0.000 ft ft ft Max. Y-Y Deflection 0.000 in 0.056 in 0.055 in .aj M-yloads ~----""---~ ....... ~ 8- looklngalongX-XAxls Distance 0.000 ft 19.500 ft 19.369 ft Looking alongY.y Axis I f _ lnte~a_ction Diagrams ____ _ -----------. --~---~! _________________________ _ Concrete Obh.imn •• ', -., ., .,,:: £' ',_' "',: '., 1,11• Description : Drilled Pier Concrete Column P-M Interaction Diagram 7 aOO.O Phi• Mn @Alpha (k-ft) 6:570.0 =.: . > · · · · : : · : · r · ; I __ ·. •-; . · < • !J 1 . ... ~, ~ ·-· 5,840.0 •: ,.j 3,650.0 · 2,920.0 · 2,190.0 ~ 7,300.0 6,570 0 5,840.0; . 3,650.0: 2,920.0: Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) l -.-----.-\ l 7,300.0 6,570.0 5,110.0 4,380.0 3,650.0 2,920.0 _· 2,190.0 ~ 7,300.0 Page40 of41 F,ile 9 N:\2019PR:l1\U10§pS-,.1WJ68B1;H,\f;NGIN , , , , , ,,,l:NERC.([:C;,ING, 1\l8~2013,, Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi • Mn @ Alpha (k-ft) -~ (. ')' ' . '. j 'c .. :~-· a.. .:: 1: .. 1a.. : ybt1cr~te Qc>lµmn · Description : 7,300.0 5,840.0: 5,110.0: __ 4,380.0: _: 3,650.0 -:. 7,300.0 1,11• Drilled Pier Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ... ~' . -'' ' Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ' ' ,... ,-. '71 • , .........----.-~ ........ ___,... ....... ..,.. 5,110.0=.-,3: .. c 4,380.0 ;· 3,650.0:. 2,920.0; 2,190.0' . 0 l.o!ldc:omb=+1:ioot050C.,+0.20StE,Alpha= OOdeg.(7962,0.00) .'., .. .-.. ' ~ ':' ' ~ . -' . i ,l ._,".,. ~t , -~:~,1g : . I&: ··-: !:c ,a. ~ 7,300.0 6,570.0 ~ 5,840.0 -· 5,110.0 4,380.0 3,650.0 Page41 of41 :Fill!=: N:l?OlOJ:?R",;HU1Q_8pS,;.1iU168~Q:,i1 IENGINJ;:ai1\E.ne~lc)Qr/iwii:~ ·. ·: i: !:'." :.;: ; . : ~NERGAlC;ING/1.9:!l~•2[)13; liuila:6.13.!i:2;;Ver.6'.0:25, . • • Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) ,. J -., Q l..oadComb:s+120Dt050!Jt050l.+160W, Ai!m=1800deg. (7962,76368) Concrete Column P-M Interaction Diagram Phi * Mn @ Alpha (k-ft) L ,, ,-: () 1.o"'Coo-b•,0"'°'1WN•160H,Al,,..•1800deg,(5971,763'8) STRUCTURAL CALCULATIONS AT&T NS-028-01 OMWD OPS CENTER 1966 OLIVEHAIN ROAD CARLSBAD, CA 92009 FOR JRA JOB NO: JR10009 July 26, 2010 Peyton -Tomita & Associates 954 Town & Country Road Orange, CA 92868 tel: (714) 245-4931 fax: (714) 245-4933 RECEIVED JUl· 3 O 2013 CITY OF CARLSBAD BUILDING DIVISION 7/25/13 [ J r?~ ':::::;) Q3l3·(8tz GeocodeMe with a Google Map Page 1 of 1 1966 OLIVENHAIN RQAD,CARLSBAD,CA,9?009,33.068923,-117.246138 http://www.geocodeme.com/geocodeme.php?address=l 966+0LIVENHAIN+ROAD&city. .. 6/29/2010 .. Project Name= AT&T NS-028 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.068923 Longitude= -117.246138 Spectral Response Accelerations Ss and S 1 Ss and S 1 = Mapped Spectral Acceleration Values Site Class B-Fa= 1.0 ,Fv = 1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (g) 0.2 1.165 (Ss, Site Class B) 1.0 0.436 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.068923 Longitude =-117.246138 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and SM1 = Fv x S1 Site Class D-Fa= 1.034 ,Fv = 1.564 Period Sa (sec) (g) 0.2 1.205 (SMs, Site Class D) 1.0 0.682 (SM1, Site Class 0) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude= 33.068923 Longitude = -117 .246138 Design Spectral Response Accelerations SDs and SD1 sos= 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D -Fa= 1.034 ,Fv = 1.564 Period Sa (sec) (g) 0.2 0.803 (SDs, Site Class D) 1.0 0.455 (SD1, Site Class D) Peyton-Tomita & Associates 954 Town & Country Road Orange, CA 92868 JOB TITLE AT&T NS-028 JOB NO. JR10009 SHEET NO. ---·-·--~-. . ------Ph: (714)245-4930 Fax:(714)245-4933 CALCULATED BY MT DATE CHECKED BY DATE V. Wind Loads -Other Structures: Importance Factor= Gust Effect Factor (G) = Kzt= 1.00 0.85 1.00 Wind Speed Exposure A. SoHd Freestanding Walls & Solid Signs (&-open signs with less than 30% open) s/h= 1.00 Dist to sign top (h) 11.0 ft Bis= 2.12 Height (s) 11.0 ft Lrls= 1.64 Width (B) 23.3 ft Kz = 0.849 Wall Return (Lr) 18.0 ft qz= 13.3 psf Directionality (Kd) 0.85 Percent of open area Open reduction to gross area 0.0% factor= 1.00 Case C reduction factors Factor ifs/h>0.8 = 0.80 Wall return factor for CfatO to s = 0.65 B. Open Sjgns & Lattice Frameworks (openings 30% or more of gross area) Height to centroid of Af (z) Width (zero ifround) 0.0 ft Diameter (zero if rect) Percent of open area to gross area Directionality (Kd) 0.1 ft 0.0% 0.85 D(qz)".5 = E = Cr = C. Chimneys, Tanks & Similar Structures Height to centroid of Af (z) Cross-Section Directionality (Kd) Height (h) Width (D) Type of Surface D. Trussed Towers Height to centroid-of Af(z) 0.0 ft Square 0.90 0.0 ft 0.0 ft NIA Sguare {wind along diagonal) Cf= #DIVIO! F = qz G Cf Af = #DIV/0! Af Af = 0.0 sf F= #DIVIO! lbs 0.0ft E = 0.27 Tower Cross Section Member Shape Directionality (Kd) square flat 1.00 Sguare (wind along tower diagonal) Cf= 3.24 F=qzGCfAf = 43.2 Af Solid Area: Af = F= 0.0 sf 0 lbs 0.37 0 1.2 85 mph C CaseA&B Cr= F=qzGCfAs = As= F = CaseC 1.40 15.8 As 0.0 sf O lbs Horiz dist from windward edge Cf F=gzGCfAs (i1st) 0 to s 1.20 13.6 As sto 2s 1.22 13.8 As 2s to 3s #VALUE! #VALUE!As 3s to !Os #VALUE! #VALUE!As Kz = Base pressure ( qz) = F=q.GCrAr = Solid Area: Ar = F = 0.849 13.3 psf 0.0 Af 0.0 sf 0 lbs Design sign as solid sign Kz = Base pressure (qz) = 0.849 14.l psf h/D = #DIVIO! Sguare (wind normal to face) Cr= #DIVIO! F = q, G Cr Ar= #DIVIO! Af Ar= 0.0 sf F = #DIVIO! lbs Kz = Base pressure (qz) = Diagonal wind factor= Round member factor= 0.849 15.7 psf 1.2 1.000 Square (wind normal to face) Cr= 2.70 F = q, G Cr Ar = 36.0 Af Solid Area: Ar = F = 0.0 sf 0 lbs 3 VJINO Peyton-Tomita & Associates JOB TITLE AT&T NS-028 954 Town & Country Road Orange, CA 92868 Ph: (714)245-4930 Fax: (714)245-4933 JOB NO. JR10009 SHEEDTANTOE. -----------:~_:_ -lj) CALCULATED BY MT / --------CHECKED BY DATE VI. Seismic Loads -cont. : Seismic Design Category (SDC)= D CONNECTIONS Force to connect smaller portions of structure to remainder of structure Fp = 0.133S0sWp = or Fp = 0.5wP = UseFp= 0.11 Wp wP = weight of smaller portion Beam. girder or truss.connection for resisting horizontal force parallel to member Fp = no less than 0.05 times dead plus live load vertical .reaction Anchorage of Concrete or Masonry Walls to elements providing lateral support Fp =0.8IeSdsWw = 0.642 Ww or Fp = 0.lww = 0.10 Ww Use Fp = 0.64 Ww but not Jess than 280.0 plf = 400Sdsle Connection force given is for flexible diaphragms (use architectural components for ridgid diaphrams) MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.40IeSosWw = 0.321 Ww or Fp=0.lww= Diaphragms 0.10 Ww UseFp= Fp = (Sum Fi /"Sum Wi)Wpx + Vpx = need not exceed 0.4 SdsieWpx+ Vpx = but not less than 0.2 SdsleWpx + Vpx = 0.32 Ww (Sum Fi I Sum Wi)Wpx + Vpx 0.321 Wpx + Vpx 0.161 Wpx + Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : ·Exterior Nonstructural Wall Elements and Connections -Wall element Importance Factor (Ip): 1.0 Component Amplification Factor (aµ)= Comp Response Modification Factor (Rµ) = Fp = 0.4aPSdslpWp(1+2z/h)/Rp = not greater than Fp = 1.6Sdslp Wp = but not less than Fp = 0.3SdslpWp = 1 2.5 0.128 Wp 1.285 Wp 0.241 Wp h= z= 11.0 feet 0.0 feet useFp = zlh= 0.00 MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=l.0, therefore see ASCE7 Section 13. 1 .4 for exceptions Mech or Electrical Component : General Electrical -Equipment Importance Factor (Ip) : 1.0 Component Amplification Factor (aµ)= Comp Response Modification Factor (Rµ) = Fp = 0.4aµSdslpWp(l+2z/h)/Rp = not greater than Fp = 1.6Sdslp Wp = but not less than Fp = 0.3SdslpWp = 1 2.5 #DIV/0! Wp 1.285 Wp 0.241 Wp h= 0.0 feet z= 0.0 feet z/h = ###### useFp= #DIV/0! Wp Peyton-Tomita & Associates Structrual Engineers 954 Town & Country Road Orange, CA 92868 Title : AT&T NS-028 BftWALL Job# : JR10009 Dsgnr: MT Description .... 8 FT WALL Page: __ Date: JUL 25,2010 tel; (714) 245-4931 This Wall in File: c:\laptop calcs\jr10009 at&t ns-028\jr100m Retain Pro 9© 1989 -2010 Ver:9.11 8127 Registration#: RP-1168725 RP9.11 Cantilevered Retaining Wall Design Licensed to: f>eyton-Tomita and Associates Code: CBC 2007 I Criteria ----------•· I Soil Data • Retained Height = 0.50 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Height of Soil over Toe = 8.00in Passive Pressure = 100.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = o.oo pcf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 0.00 in I Surcharge Loads • ..,I L.a.t.er.a.1 .Lo•a•d•A•p•p•li•ed-to•S•t•e•m _ _.. I Adjacent Footing Load I Surcharge Over Heel = o.o psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity = I Design Summa7 0.0 lbs 0.0 lbs 0.0 in • Wall Stability Ratios Overturning = 2.55 OK Slab Resists All Sliding I Total Bearing Load ... resultant ecc. = 1,328 lbs 14.48 in Soil Pressure @ Toe = 964 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure· Less Than Allowable ACI Factored@ Toe = 578 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = 0.0 psi OK Footing Shear@ Heel = 0.1 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding J Lateral Sliding Force = 134.8 lbs Lateral Load = ... Height to Top = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #!ft 0.00 ft 0.00 ft 1.00 18.0·psf I Stem Construction • Top Stem Design Height Above Fti; Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment .... Actual Moment. .... Allowable ft= = = = = = lbs= ft-#= Sheaf ..... Actual psi= Shear ..... Allowable psi= Wall Weight Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF E!ELOW in= HOOK EMBED INTO FTG in= Stem OK 0.00 Masonry 8.00 # 5 24.00 Center 0.654 140.6 647.0 988.8 3.1 38.7 58.0 3.75 30.00 6.54 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0ft 0.300 Hook embedment reduced by stress ratio Masonry Data ------------------------- fm psi= 1,500 Fs psi= 24,000 Solid Grouting = No Load Factors ------------Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 21.48 = 1.000 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC2007 0.600 1.000 1.600 1.000 1.000 Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Concrete Data fc Fy in= 5.20 = Medium Weight = ASD psi= psi= Ucensed to. Peyton-Tomita and Associates Orange. GA 92868 www.RetainPro.com 1 i, Peyton-Tomita & Associates Structrual Engineers 954 Town & Country Road Orange, CA 92868 Title : AT&T NS-028 8ft WALL Job# : JR10009 Dsgnr: MT Description .... 8 FT WALL Page: __ Date: JUL 25,2010 b tel; (714) 245-4931 This Wail in File: c:\laptop calcs\jr10009 at&t ns-028\jr1000~ Retain Pro 9 © 1989-2010 Ver: 9.11 8127 Registration#: RP-1168725 RP9.11 Cantilevered Retaining Wall Design Code: CBC 2007 Licensed to: Peyton-Tomita and Associates I Footing Dimensions & Strengths • Footing Design Results • Toe Width = 0.00 ft Heel Width = 4.25 _.ToL Heel Factored Pressure = 578 --0-psf Total Footing Width = 4.25 Mu': Upward = 0 401 ft-# Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = o.oo in Key Distance from Toe = 0.00 ft Mu' : Downward = 0 865 ft-# Mu: Design = 0 464 ft-# Actual 1-Way Shear = 0.00 0.15 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mil < S • Fr Heel: Not req'd, Mu < S • Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment item lbs ft ft-# Heel.Active Pressure = 39.4 Surcharge over Heel = Toe Active Pressure = -48.6 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 144.0 Total = 134.8 Resisting/Overturning Ratio Vertical,Loads used for Soil Pressure= 0.50 0.56 5.50 0.T.M. = = 2.55 1,327.6 lbs 19.7 -27.0 792:0 784.7 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight{s) = Earth@ Stem Transitions= Footing Weigh1 Key Weight = Vert. Component .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 197.1 2.46 484.5 493.0 637.5 0.33 2.13 164.3 1,354.7 Total = 1,327.6 lbs R.M.= 2,003.5 DESIGNER NOTES: * Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation. • Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Licensed to· Peyton-Tomita and Associates Orange. CA 92868 www.RetainPro.com ~ Peyton-Tomita & Associates Structrual Engineers 954 Town & Country Road Orange, CA 92868 tel; (714) 245-4931 Retain Pro 9 © 1989-2010 Ver: 9.11 8127 Registration#: RP-1168725 RP9.11 Licensed to: Peyton-Tomita and Associates I Criteria I Retained Height = 4.00 ft Wall height above soil = 8.00 ft Total Wall Height = 12.00ft Top Support Height = 4.25 ft Slope Behind Wal 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Title · AT&T NS-02812ft WALL Job# i JR10009 Dsgnr: Description .... Page: __ Date: JUL 25,2010 1 This Wall in File: c:\laptop calcs\jr10009 at&t ns-028\jr1000f Restrained Retaining Wall Design I Soil Data • Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density = Footing!ISoil Frictior = Soil height to ignore for passive pressure 55.0 psf/ft 55.0 psf/ft 100.0 psf/ft 110.00 pcf 0.250 0.00 in Code: CBC 2007 ,.," .. . ~ ': . ,; ' --' t -::-: .. >~;'{:;·:, t_ -.. · .. };t,1[i~mi111i1 ...,I S•u•r•c•ha.rg111· •e•L•o•a111ds ________ .. l I Uniform Lateral Load Applied to Stem • / Adjacent Footing Load • Surcharge Over Heel = 100.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Loa_d Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load = ... Height to Top = ... Height to Bottorr The above lateral load has been increased by a factor of Wind on Exposed Stem = I Earth Pressure Seismic Load I Kh Soil Density Multiplier = .,I s_t_e_m_w_e.ig·h-t ... s.e.,s.m.·i_c_L_o_a_d __ ., Fp / WP WeightMultiplier = 0.0 #/ft 0,00 ft 0.00 ft 1.00 18.0 psf 0.200 g 0.200 g I Design Summary -Masonry Stem Construction Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic per unit area Added seismic per unit area = = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf • Total Bearing Load = ... resultant ecc. = 3,003 lbs 4.65 in Soil Pressure @ Toe = 1,187 psf 0K Thickness = 8.00 in rm = Wall Weight = 78.0 psf Fs = Stem is FIXED to top of footing 1,500 psi 24,000 psi Short Term Factor = Equiv. Solid Thick.= n Ratio (Es/Em) = 1.000 7.600in 21.481 Soil Pressure@ Heel = 314 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 712 psf ACI Factored @ Heel = 189 psf Footing Shear@ Toe = 0.0 psi OK Footing Shear@ Heel = 3.1 psi OK Allowable = 75.0 psi Reaction atTop = 481.4 lbs Reaction at Bottom = 600. 1 lbs Sliding Stability Ratio = 1.33 Ratio < 1.: Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 600.1 lbs less 100% Passive Force= -50.0 lbs less 100% Friction Force= -750.7 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 : 1 Stability = 99.4 lbs NG Block Type = Medium Weight Design Method = ASD Solid Grouted Design Height Above Fti; Rebar Size Rebar Spacing Rebar Placed al Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment....Actua Moment. .... Allowable Shear Force @ this height Shear ..... Actual Shear ..... Allowable @ Top Support Stem OK = 4.25 ft = # 5 = 24.00 in = Edge = 5.25 in = 0.366 = 540.6 ft-# = 1,477.5 ft-# = 341.9 lbs = 4.81 psi = 38.73 psi Mmax Between Top & Base Stem OK 1.30 ft # 5 24.00 in Edge 5.25 in 0.063 92. 7 ft-# 1,477 .5 ft-# Load Factors ~. -----~------Rebar Lap Required = 25.00 in 25.00 in Building Code Dead Load .Live·Load Earth, H Wind,W _Seismic, E CBC 2007 0.600 1.000 1.600 1.000 1.000 Retain Pro Software© 2009 HBA Publications, Inc. Ali Rights Reserved Hooked embedment into footing (w/ stress level reduction) Other Acceptable Sizes & Spacings: Toe: None Spec'd -or-Not req'd, Mu< S * Fr Heel: None Spec'd -or-Not req'd, Mu < S * Fr Key: No key defined -or-No key defined Licensed to: Peyton-Tomita and Associates Orange, CA 92868 @Base of Wall Stem OK 0.00 ft # 5 24.00 in Edge 5.25 in 0.063 92.6ft-# 1,477.5ft-# 302.6Ibs 4.26psi 38.73psi 6.00in wNw.RetainPro.com Peyton-Tomita & Associates Structrual Engineers 954 Town & Country Road Orange, CA 92868 Title : AT&T NS-02812ft WALL Job# : JR10009 Dsgnr: Description .... Page: __ Date: JUL 25,2010 tel; (714) 245-4931 This Wall in File: c:\laptop calcs\jr10009 at&t ns-028\jr1000£ Retain Pro 9 © 1989-2010 Ver: 9.11 8127 Registration#: RP-1168725 RP9.11 Restrained Retaining Wall Design Licensed to: Peyton-Tomita and Associates I Footing Strengths & Dimensions • Toe Width = o.oo ft Heel Width = 4.00 Total Footing Widtt = 4.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft re = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results I , ________ 1111!!flaoe---1111neel Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear = Allow 1-Way Shear = 712 189 psf 0 0 ft-# 0 0 ft-# 0 647 ft-# 0.00 0.00 3.14 psi 75.00 psi I Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Code: CBC 2007 • Forces acting on footing for sliding & soil pressure .... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Cales Stem Shear@Top of Footing = Heel Active Pressure = -302.6 lbs Moment@Top of Footing Applied from Stem = -297.5 Sliding Force = 600.1 lbs Surcharge Over Heel = Net Moment User For Soil Pressure Calculations 1,163.7 ft-# DESIGNER NOTES: Retain Pro Software© 2009 HBA Publications, Inc. All Rights Reserved Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel = Footing Weight = Total Vertical Force = Licensed to: Peyton-Tomita and Associates Orange, CA 92868 lbs ft lbs ft lbs ft lbs ft lbs ft 936.0 lbs 0.33ft 1,466.7 lbs 2.33ft 600.0 lbs 2.00ft 3,002.7 lbs Base Moment = -92.6ft-# ft-# ft-# ft-# ft-# ft-# 312.0ft-# 3,422.2ft-# 1,200.0ft-# 4,841.6ft-# www.RetainPro.co1"'1 7 i .;ji, ' 0 . . -D 6 INDIGO • TORO. INTERNATIONAL GEOTECHNICALENGINEERING GEOTECHNICAL INVESTIGATION for AT&T MONOEUCALYPTUS AND EQUIPMENT ENCLOSURE OMWD OPS CENTER-NS-028-01 1966 OLIVENHAIN ROAD CARLSBAD, CALIFORNIA Prepared For: JEFFREY ROME & ASSOCIATES, INC. 3 SAN JOAQUIN PLAZA, SUITE 155 NEWPORT BEACH, CA 92660 Prepared By: TORO INTERNATIONAL 6INDIGO IRVINE, CA 92618 (949) 559-1582 June 7, 2010 IRVINE, CA 92618 • TEL. (949) 559-1582 RECEIVED JUL: 3 O 2013 CITY OF CARLSBAD BUILDING DIVISION L -.:· ~:J . . )' -D TORO lNTERNATIONAL GEOTECHNICALENGINEERING June 7, 2010 Jeffrey Rome & Associates, Inc. 3 San Joaquin Plaza, Suite 155 Newport Beach, California 92660 Attention: Mr. Jeffrey Rome TI Project No. 08-117.4 Subject: Geotechnical Investigation for Proposed AT&T Monoeucalyptus and Equipment Enclosure, OMWD OPS Center Site, 1966 Olivenhain Road, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed AT&T Monoeucalyptus and Equipment Enclosure, OMWD OPS Center Site, located at 1966 Olivenhain Road, Carlsbad, California. This report presents our findings, conclusions and recommendations for construction of the proposed AT&T Monoeucalyptus and Equipment Enclosure. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed AT&T Monoeucalyptus and 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 Encl. 6 INDIGO • IRVINE; CA 92618 • TEL {949) 559-1582 • FAX. (949) 559-1583 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................... 1 1.1 General ..................................................................................................................... ! 1.2 Proposed Development ............................................................................................ 1 1.3 Site Description ........................................................................................................ 1 1.4 Scope of Work ......................................................................................................... 3 2.0 FIELD EXPLORATION AND LABORATORY TESTING ............................................. .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 CementType .......................................................................................................... 11 5.6 Geotechnical Observation and Testing ................................................................. .11 6.0 LIMITATIONS .................................................................................................................. 12 7.0 REFERENCES .................................................................................................................. 13 0 -TORO D INTERNATIONAL Section List of Figures Figure 1. Figure 2. List of Tables Table I. TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Site Location Map .................................................................................................... 2 Boring Location Map ............................................................................................... 5 Summary ofFaultParameters .................................................................................. 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 OMWD OPS Center -NS-028-01 June?,2010 Page: I This report presents the results of geotechnical investigation performed by Toro International (TI) for proposed AT&T Monoeucalyptus and Equipment Enclosure at OMWD OPS Center 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 AT&T Monoeucalyptus and Equipment Enclosure and its associated site preparation. Our geotechnical investigation was conducted based on plans issued for Final Zoning Drawing (Title Sheet, Site Plan & Overall Site Plan, Enlarged Site Plan, Elevations, Cross Sections and Topographic Survey) prepared by Jeffrey Rome and Associates, Inc. and dated April 15, 2010. 1.2 Proposed Development Our understanding of the proposed construction is based on the above-mentioned plans. The height of the proposed monoeucalyptus will be about 45 feet above the ground surface. The proposed monoeucalyptus will support twelve antennas with three sectors. The area of equipment enclosure will be about 350 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. 1.3 Site Description The proposed site for the AT&T facility will be located within the Olivenhain Municipal Water District office, located at 1966 Olivenhain Road, Carlsbad, California. The proposed site will be situated on a dirt area, on the west of the parking lats of the property. The proposed site is bounded to the north by Olivenhain Road, to the south by a descending slope of about 15 to 20 feet with a gradient of about 2: I, to the west by a descending slope of about IO to 15 feet with a gradient of about 5: 1 and to the east by the parking lots. The proposed site is a relatively flat area and the overall site is a hilly area. 0 -TORO D INTERNATIONAL HZ0 1S'00°'!, 1i7°16'00" w 0 Ilg/ w ;?-ne:::::, I} '-0 ' WGS84117°14'00'' W z WGS84 117°14'00" W lNr,MN ~ 121/:z" 05 06 10 TORO INTERNATIONAL Geoteclmical Engineering SITE LOCATION MAP OMWD OPS CENTER PROJECT NO. 08-117.4 FIGURE 1 Page: 2 1.4 Scope of Work OMWD OPS Center-NS-028-01 June 7, 2010 Page: 3 The scope of work for this geotechnical investigation consisted of the following: • Review of published reports and geologic maps pertinent to the site • 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 faults in the area • Engineering analyses of the collected data to develop geotechnical recommendations for foundation design of the monoeucalyptus, equipment enclosure, seismic analyses and site preparation for the proposed concrete slab-on-grade • Preparation of this report presenting our findings, conclusions, and recommendations. 0 -TORO D INTERNATIONAL OMWD OPS Center -NS-028-01 June 7, 2010 Page:4 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration 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, expansion index, 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. 0 -TORO D INTERNATIONAL ------...-.., __ ~_ -~--~--~ \ LEGEND • B-1: Approximate.Location of Boring No, B-1 co lO I ~ 0 I lO 01) N z a. < TORO INTERNATIONAL Geoteclmical E11 ineerilt BORING LOCATION MAP OMWD OPS CENTER PROJECTN0. 08-117.4 FIGURE 2 Page: 5 3.0 SITE CONDITIONS 3.1 Geology OMWD OPS Center -NS-028-01 June 7, 2010 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 e4ploration. 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 subsurface 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 (bpf). 0 -TORO 0 INTERNATIONAL 4.1 General 4.0 SEISMICITY OMWD OPS Center-NS-028-01 June 7, 2010 Page:7 Seismicity is a general 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 Eh;inore..:Glen Ivy 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 4.3 Seismic Design OMWD OPS Center -NS-028-0 I June 7, 2010 Page: 8 The 2007 CBC seismic zone for use in the seismic design formula is Site Class C. 4.4 Liquefaction Potential The subsurface soil below the subsurface soil materials consists predominantly of hard to very hard sandy silt to silty clay. Groundwater was not encountered 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 OMWD OPS Center -NS-028-0 I June 7, 2010 Page: 9 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General 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 monoeucalyptus and 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 18 inches of subsurface soils may contain organic. Therefore, we recommend that all deleterious materials are discarded off site and the upper 18 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 INTERNATIONAL OMWD OPS Center -NS-028-01 June 7, 2010 Page: 10 Fill Compaction. All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density performed in accordance withASTM D-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. UtHity 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 Monoeucalyptus. The proposed eucalyptus may be founded on a caisson that embedded in the ground for a minimum of 12 feet. However, the encountered subsurface soil and the associated final caisson depth should be confirmed by the geotechnical engineer during drilling/excavation of the hole. 0 -TORO . D INTERNATIONAL OMWD OPS Center -NS-028-01 June 7, 2010 Page: 11 The recommended design allowable bearing capacity for the caisson is 4,000 psf at about 12 feet below the ground surface and the design lateral equivalent fluid passive earth pressures is 230 pcf with a maximum value of3,450 psf. The design coefficient of friction is 0.25. 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. Equipment Enclosure. The laboratory test results of the representative subgrade soils indicate that the expansion index is 29, which falls within low expansion potential classification. Therefore, it is our opinion that presaturation is not required. The design allowable bearing capacity for the shallow foundation is 1,500 psf provided the minimum footing depth and width is 12 inches and the minimum distance from the edge of the footing to the face of the nearby descending slope is 10 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 lateral resistance. 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. 5.5 Cement Type 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, if any • During drilling/excavation of caisson • Upon completion of footing bottom excavation and prior to pouring of concrete, if any • Upon completion of subgrade preparation and prior to pouring of concrete for slab • 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 LIMITATIONS OMWD OPS Center-NS-028-01 June 7, 2010 Page: 12 This report is intended for the use of Jeffrey Rome and Associates, Inc. and its client AT&T for the proposed AT&T Monoeucalyptus and Equipment Enclosure at OMWD OPS Center 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 element(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 OMWD OPS Center -NS-028-0 I June 7, 2010 Page: 13 1. Blake, T. F., 1989,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code C(')efficients Using 3-D Fault Sources", January 1998 2. California Building Code (CBC), 2007 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. Relatively 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. Project Name Project Number Equipment verage Drop Hole Diameter ¢:: ';· 0 bJ) 0 t i ~ ...:I CL) ~ 0 C, 5 10 15 20 25 109 30 104 CL) d -a z § CL) Cl) -a CL) § .::: Cl) A TORO INTERNATIONAL GEOTECHNICAL ENGINEERING OMWD OPS Center 08-117.4 NS-028-01 Hollow Stem Flight Auger 30 inches Site Number Site Address Drive Weight Elevation (ft) 1966 Olivenhain Road, Carlsbad, CA 140 lbs 134 (Assumed) 8 inches En ineer/Geolo ist HW ..... 0 ~ ~ 9i CL>" 00 i:: .... u GEOTECHNICAL DESCRIPTION ] " E! 0 j 00 ~ i:.:' ~ Ci 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; Groundwater was not Encountered BORING NO. B-1 Sheet 1 of 1 ,_ APPENDIX B -LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dry 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. Expansion Index Expansion Index tests were performed using ASTM D 4829. The results of the tests are shown in Table B-1. 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 Figure B-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. TABLE B-1. EXPANSION INDEX TEST RESULTS Boring Expansion Expansion Depth (feet) Soil Description Index Number Description Classification B-1 0-5 Yellowish Brown Sandy Silt 29 Low ., 100 90 80 70 ... I'-.~ .c C) 60 ·a; ;: \ ~ C) 50 C 'iii UI cu 0. ... C 40 GI I:! GI 0. 30 20 10 0 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters Boring No. 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: OMWD OPS Center Project No.: 08-117.4 Finure: 8-1 5000 4000 ;;::--! 3000 en en w a:: /': I-en a:: < w 2000 J: / ~--en / lo' - 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 Name: OMWD OPS Center Project No.: 08-117.4 Fiaure· B-: NSCOc98 SAN DIEGO :REGIONAL HAZARC>OUS MAT·EF{IAl;.S .Q.V~STIO'NN,AIRE OFFICE USE ONLY . UPFP# d{:;.., I -1 a. . HV#dl.. --ii$ . . BP DATE. __ "'"./.___"'"/..,..., ___ Susiness Na.me ·AT&T MQbilit'. . Project.Address · · .... ' GG . GL~ VtA#R IN 'l<O!rD Mailing Addre$$ ·· · · . .~7~8 PacJfic.Ceriter Blvd., 2"q Floor ·project .contact .i<evin B~cker Business Contact. Kevin Becket City San Die o St.ate CA Telephone .t. , 858 717-7908 X Zi ,Code . 0 APN# , . 3 i..oo i c9.~$," ... 03J~O · ZipCode 92121,-. Telephone# Plan File'# . .858. 717-7908x The following quntio~·repreaent .ttittfacmty•a activities, N9T the specific proJect:deacrlption, 'PA I: Fl DEPAR ENT-H RD MATE . I iSION: CUPAN y CLA. FICATI N: Indicate by circling the ifE!m, whether your t:iusiness wm:·u/19: -pro·c.Ms, or ·store any ·ot the following azard_ous materials, I any o . . e 4terns are circlet!, appllqant must conta;ct the Fire ProtectiQn Agency with juri!!c:iiction.prior·to..pl~n.submittal. Fiicillty!s. Square Fo9tage (including proposed project): Occupancy Rating: 1. Explosive·()t·.@Jaistlng Agents 5. Organic Peroxides · 9. W~ter·Rea.ctives 13. Corrosives 2. Comptessed·Gases 6. ,Oxi<iizers 110. ~ryogeriics 14. Oth.er-HeaithHazards 3. Flammable/C9mbustibleliquiqs 7. Pyrophories 1:.1. HighlyToxieorToxicMa~(ials 1/5. N·oneofThese. 4, Flammable Solids ·8. UnstableReactives 12. Radioaclives 'PARTII: SAN C TY,DEP E T OF'ENVIRONMENTAL HE TH-RDO .MATE I LSD SI N HMD '.lflhe answer to ariy of the. questions 1s ye~, applicant m!lst c;ontact th~ ounty. o ano o Haza . ous: "11fatena s Division, ·1255 Jmperial Avenue,.-3 oor, sari Diego, CA 9~101. G~II (61. 9)· 3~8-Z!22 prior.to the issuanQe of a buikfing permit. J .// ~ i FEES ARE REQUl~ED; Profe<:t Completion Date: / () '/f5· po Expecteg Di!te pf_ Occupancy: ) Q .J. S"' f v D CalAR) Exempt · YES NO · '{for new·CQnstruct1on or ·remodeling roJe ) 0 . t 1 ·n. 1. 181 D· ·ls your businessJisted on 1he reverse side of.this form?·(clieck ,n,th~t·apply). a e "',as 2. ti 181 Wilf·your buSioess dlSpose of Hazardous Substances or'Medlca,1.Waste ln·any ~mount ·' IARP Required 3. tl 181 Wm your btisiness-store or handle Hazardous ~ubstances;in·quantities-equ~lt,o·or'g:re terthan 55 . / · ·· :200-cubic feet, or carc1nogenstreproductive-toxins in ariy quantity? , : Initials 4. D .:~ lll(ifl,your b1,1sines$ use an existing,or install ~nund/!rground storage·t'!n.k.1 ·s. Cl ti:si WIii your busi11~ss.store or han(jle,Regulate<i Sub.stances (CalARP)? !ARP Complete 6. D. 181 Will your·buslneS,S use or install • Hazardcus Waste Tank.Sysferif(Trtta,22; Article 10 1. CJ ~ Will your business. store petroleum. in t~~ks ,oq:ontain~rs at yourf!;lcjlify:-With. ,.:total t cilit¥ s9Bt3e:Jl · or greaterthan 1,320 gallons? (C.alifomra's Aboveground Petrol~~m _Storage AC.I), . CASH . · · I . . Initials ~~~iii}~'lGft:oP~ii't7fp~Hl1~~~:8~L~fu~NR:i~1~~~i~;~fI111~~-~t~~~~t~o~':f.<'~~~~~-~~~(iJ°~r~~1to.the.iss~C!~~i~~~timff~fu~0;:~~~~~tt~~ permit. Note: .if .the ~nswer-to questioll$ 4 or 5 ls ;yes, applicant :must also st,ibmlt an as~stos notification form to the APCO at least 10 wot~ing days p"rior to commehc1h_g demolttiprt:~r _reno.vation; e)(cept·demalitiQn or re_noyation-of re!iifle11tiat· structures -of four •,mjts 'or less, Contact the APCO for more information. YES NO 1. ti · 181 WilHhe s~bjecUacility or.cqnstiuction acli11itles inch.(de ,o~r~tion!I or:equJpment ihatell!it or are capable of emit\ing an air con~minam1. {Se,e,the ,APCOJactsheet:at http;//WWW,sdapgd.org/jnfo/facfs/pertnits,pdf, i;fnd the list oftypica! equipment requiring an APCD permit on the revef'S'e side of this fr~. Contact ~PCO.if, y9u haye any :qui,iitions).. · . · · 2. ti 0 (ANSWER 0NL Y IF Ql:JESTJON 1 IS YES) Will the.~ub~facility-be lo~ted Within 1,900 f~et of tfie·-oute~ bOl,tndary:·of a school (K through 1 ~)? ·(S1J1arcMhe G11lifornia School·Directory at ht!p:/lwww:cde:ca.qov/relsd/ for public·and private ~cnools or,contact'the·appropriate school district}. Has. a JUMtY been.perfonned ·to de,ennine the prcisen~ of,,A.st;estos,contalnlrig ~aJe.rtals? Will thert~·be renovation that :inv.olvea handling, pf any frlable-asbest.o~ materials. ·or-{!istumiog.·any material.that c~ntalns 00'!'.l·friable. asbe:st.os? Wl!i,there-be demolition Involving the removal of:a load,-ilupporting'structu~I O'l(!mber:'? 3 .. 8 .. o . .4. EJ 5. t] EJ .i3r_1efly ~escribe bu~iness activities: Briefly describe;propos!!d project New ce·11 Site Construction Cell' site, tes~s-than 3€? gallons :of electrolyte. 7;:{o . €ME((<7!-e:t-lCY G'E~~rt:tr"TO~;; ,+= FOR OFFlCAL USEtQNLY: FIRE D!;PARTMENT OCCUPA~CY C.LASSIFICATION: ..... _ _... ______ ....... .a..,......,..._-.,..,...__.---,,._.--___________ _ ·BY,. .. .. , .. . : DATE: / I . EXE~P.l'. OR ,NO FURT.HE~ ·~.FORIWATION .REQUIRE!) RELEASED FOR OCCUPANCY APCD COUNTY-HMO APCD . County of San Dieg.o-DEH-Hazardous Materials 'Division CB131812 1966 OLIVENHAIN RD I ~.-,. AT&T: NEW CELL SITE -. ~ ,~,_~, ,4,.:;,;,,,., L~ ---· ____ ,_".......,.._.,__, ____ -' ..... _ ,,,·-~·-·----·-·~---..:~ ... , ---__ ,......___ __ .........,.,_.,,....... ·1/21 /;?? -TO 17//hv; LD/31 Fr'teE -t--(SG/1... qi[{f 1~ p~ 1a ~). n ~; ,3 (:;:lo (yi L-(.__LA'"f\. • . (l) SJ f-o((3 ~ ~ ~ (_~,J.Lc}- <i /'2 o/ to ,, ;p::;, f /~ 1 UJ/E-+-{s61 L q /@/ I 3 0(1'·-cr ~ e, yc..- 1 /tJ /; 3 --P/~ (i!·Fc 4/2,1/t01 -~1 -N '51 1 l ,4 e-1'-f'~ -\~ .S€.f\'r 7 / 2---a-/ 1</ z;-(elt1-;r_;ssuw ection required by: / Plan 1:J CM&I . 0Fire CJ SW l:JISSUED Approved D;at~ BUILDING 1 'IS/I~ PLANNING IY\ /' A. A /1 f</" ~ -~m;-141, ENGINEERING V '9 zq11r - FIRE Expeditef ( Y) N 'ti~' 13 AFS Checked by: , I , HazMat 4 Mf"/ (Y APCD ~ Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD 1Ff" PE&M School Sewer Stormwater . Special Inspection CFD: y <!:) LandUse: Density: lmpArea: FY: Annex: r- PFF: y { N) Commentr Date _Date Date Building ?}<}13 . Planning 'fd-1/1~ 'i ~,,5 Engineering t/ 17 j /3 q/<t:;/0 I . Fire Need? /~ ...... ~ k-h; -_;_ ·-, .....,._,,.. ; :.,,,...,...._ I_ ocv By j)tf ;:g OF' 1'11-.--. Due? By y N y N ' y N y 'N y N y N y N y N Factor: Date ')(iJone 'a Done DDone DDone DDone