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Home My WebLink About2600 GAGE DR; ; CBC2017-0118; PermitI - - Carlsbad TiI1 __ Print Date: 05/31/2018 Permit No: CBC2017-0118 Job Address: 2600 Gage Dr Permit Type: - . . BLDG-Commercial Work Class: Cogen Status: Closed - Finaled Parcel No: O$ 1'3!~ ii 00 - Lot #: Applied: 03/14/2017 Valuation: - $19,200.00 r Reference U: Issued: 05/11/2017 . * Occupancy Group: Construction Type: Permit . Finaled: # Dwelling Units: • Bathrooms: Inspector: MCoII Bedrooms: . - , Orig. Plan Check U: Final - .. •- Plan Check U: Inspection: 5/31/2018 4:12:48PM Project Title: - Description: . PORTOLA: SOLAR THERMAL FOR ROOF MOUNTED SOLAR HOT WATER HEATING SYSTEM WITH 48 SOLAR COLLECTORS - Applicant: Owner: - - ALLIANCE LAND PLANNING AND ENGINEERING' SHAPELL PORTOLA LLC INC k • ELIZABETH SHOEMAKER . • 8383 Wilshire Blvd 2248 Faraday Ave . . Beverly Hills, CA 90211-2400 Carlsbad, CA 92008-7208 . . 323-988-7590 760-431-9896 a--. - BUILDING INSPECTION FEE - - $130.00 BUILDING PERMIT FEE $2000+ $203.66 BUILDING PLAN CHECK FEE (BLDG) I $142.56 FIRE Expedited Plan Review Per Hour - Office Hours $132.00 - S81473 BUILDING STANDARDS FEE ' 5 . $1.00 'STRONG MOTION-COMMERCIAL - $5:38 Total Fees: - $614.60 . Total Payments To Date: $484.60 Balance Due: $130.00 Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter 1) - ex collectively referred to a 'fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these 1 fees/exactions. If ydu 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 thatprocedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. - - V - . ' • 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 cSanges, nor planning, zoning, grading or other similar application processing or service fees in connection with this . project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the ,statute of limitation has previously otherwise expired. - I-) - 1 - • •-•• •, S •. . - ••.•- .•1i_ ,••-.• -. :- . • S.'- • . • . - : • 5' - - .•. ' 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov , ITHE F&LO1NG APPROVALS REQUIRED PRIOR TO PERMIT NUANCE. DPI.ANNING DENGINEERINO E]SUIWING DRRE DHEALTh DHAZMATIAPCD Building Permit Application Plan Check No C1SJr— DI ( City, of • 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value JCJ . Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad email: - Plan Ck. Deposit building@carlsbadca.gov Date ? — - ri Iswppp - www.carlsbadca.90v JOB ADDRESS ioo e ,pr;vc.. (Senior /95Cr/pfi - Iiojr.cr# PAGE*/uNJT APR 5 aOFuns I 1#13EDRDOMS 3q2 , ,, BATHROOMS TESANT BUSINESS NAME OUNS1R. 'TYPE O GROUP /01 SA 2-2. DESCRIPTION OF WORK Include Square Feet of Afibclwj Area(s) &ntor 8UI1t'. 7'hr11J Flo cJeJ. Ir roof ?vfrf?I $oi ho gJ.#r ).447 JyJ#føl '/ (78bj b1i') 41k(A)(5 /, j, #t PreJ OSt1NG USE PROPOSED Ao4risitM I .41IDf USE Scnle. GARAGE (SF) 1 PATIOS (SF) I DECKS (SF) I FIREPLACE N(DI AIR COND NG 5Dj FIRE SPRINKLERS pwmcrif 7I YE€OE] APPUCAJIT NAME PdmayCwitact Alliance Amni Pi ti j_ PROPERTY OWNER itaiti - $apd PorlS*, ADDRESS . .I U ADDRESS Ji'si( by) CITY • v.1 STATE ZIP - CorIs LI - Cu gad CITY STATE ZIP &f V115 C4 qIl, PHONE . (71oy3i-8' FAX (o)q3I- t92 PHONE FAX 1rn),s. zc9D (;)&J/• 4W9 EMAIL EMAJL DESIGN PROFESSIONAt . c z4oweJ CONTRACTOR BUS. NAME - Z4 ADDRESS 5 th/IaøI,J..;f4 ADDRESS . -. cliv - ' - - -. ,- STATE ZIP Cit CITY STATE ZIP ('4 921/18 PHONE, (ts/q) 'jyg FAX (gg9) ggg%./, PHONE ('Yf) 'vi. ?274 FAX (q+c7)$lS. /(2i1 -.. . EMAIL - - - EMAIL OS'wthik &,4r. am .. - STATE LIC.# 5qrqa STATE 110.0 CLPSS cqê [CITY BUS. 1.10.0 - --...---- -..-..----- . v 'v -, --." .....-., '-, •.&'....V""i 'JVIIIUII*II UI I Oil CII OMUliWIC, IV, ... IbOUdJ1W. 5150 TUQUPRSThO applicant for such permit to fIle a signed statement that he Is licensed pursuant to the provIsions ofie ntractor's Ucense Law fIapter, commenrYng with SectIon 7000 of DivIsion 3 of the - Business and Prolusslons Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7O3L5 ranyappIicanffora permit subjects the oppdlcantto a - Clvii penalty of not more than five hundred dollars ($5001). Woelcers' Compensation 0ec1srafloev Ihemby oelfim corder penalty of pemny one of Ore kftft ha will omlnatna certificate of cenasatto s&Maswo toremkers' oompensatlon aspmddad by Seotlen 370D of do Labor Code, for ft performance of ft work for which this — is ksua&: - . I have and will maintain worlerrs tompensalloni as ramiired by Seofen 3700 of the Labor Code, for the perfarmanca of the work for wtrlth this permit Is Issued. Myworkard W,qms.dn carrier and pelicy 1. nu ThI . Z3wrnt.C- A. poiy I8k359O xpbn_________ sBcher need not bo completedlithe perreftls forms hundred dollars ($100)orlass. - - - CortiSeats of Exemption: I nertity that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so an to become subjeoftothe Woihata' Compensation Laws of cavfwnla. WARNING. FIThIJIIO secure werkore' n coverage 1ppunbwM and shall subject an employer to criminal penalties and dell fines up to ens hundred thousend dollars (&100,0X), In - additionto the cog ofccrnpen agasu In Section - of the Lsbord%eat and cnretam - - - . RSUNAThSE DAlT DATE - - - • - - ---- - _______ IherabyeIfiJm lfratlwn exempi (rare Conbefo License Law for the following ,ueca'r - 0 I, as owner of tire property or my employees with wepes as thair sole compensation, will dothework anti the struduro Is not Intended or offered for sale (Sec. 7044, BusIness and Professions Code The Contiatto?s License Law does not am to an owner of property who builds or Improves thereon, and who &rae such work hfrrrselror through his own emyees, provided that such bepmvements are not Intended or offered for - - - sea. If, howowr.thebidisgw hpwwatlesdeiwwfn one yew ofoornpletim, theownor-bullderwtll have the burden of pmving that hadid not bulld Improve for tha purpose otsale). I. es owner ofthe property, amexCluslvelyomfoaotng with Irwadcontractors th construct tha project (sec.7044, Business and ProfesslenaCode: The Cordraofor'sLlcense Law does not apply ben owner of - - -. -- - -_poperly who terl!dsorImproves thereon, and contracts for such projects with contractor(s) fcensed pursuant to the Contractor's License Law). - -, - Inèm1undorSedn - - Business end Profeestons Ccdaforthls reasore - - - - l.Ipemona plan pthe major bborsnd materials for nolthepmpeseertybrprvea DYes - - • . 2 1 Ønave/ have not) sIgned an application tore building permit for the prcposàd work. - - - • 3.1 have oontmotad with the following person (fine) to provide the proposed uenstnEScn (Indrale name address! phone lcontradurs' license numbar) - - - - - - 4.1 plan toprevlde portions of the work, bull have hired the &rlbwthg person tocoortibiate, supervise and provide the major work (Include name l address 1phone lonritractors' ilcanse numbw: - - - -. : (heed) the following persons to provide öre work indicated (lndude name! address/phone /type of overt): - - PROPERTY OWNER SIGNATURE - - DAGENT DATE - . '* - •'-' --: --- •-.•• .y •- -- - - 0 - - • Is the aikant orfuture bwngorx-upaid reQuired ID submits business plan,deIy hadous materials reglsbslionlonn orri&¼maernanl and prevention progran under Sections 25505,25533 or 25534 of the Presl-Tannr Hazardous Substance Amount Act? Yes 040 Is the applicant or future b ngocrpantrequlred to obtain a pemUliem the air pollution control district or air qujjr manapemenl district? D Yes Dl is the tedUbexrthn1,000fueto1 the aulisr boundary o1ascheolsite? eJYes No -IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE Of OCCUPANCY MAY NOT BE ISSUED UNlESS THE APPLICANT HAS MET OR IS hEEliNG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 77 - -------- I heriby affm M fta is a cmstrucUonteridingagency r the per the work thls permit istssued(Sec. 3097 CIVIlCOdO). Lenders Name Lender's Address Allk anpmsenialieofthe CilydCallsbad benteruçrn ft abGVammbVd eper trsobrn çaJlxses. IALSOAQRaTOSAVE. tNDEMNFYAND KEEP HARMLESS THE C(TYOFCARISBAD WHICH MAY IN ANYWAYACCRUEAGARM SAID CITY IN CCINSEQLJBICE OF ThE GRMITNG( THIS FEINT . 4:. : DMTIOREMtywmwwbyme&DlftOffcWundff the povisisns of this leeby hMon arid bemm null aidvolf lithe bulkflrg orvakautord bysuch perrd Is notcornmencedllhIn. 180daystn the date ofsuch pemffthe authodzedrbylhl pendederabmdalenytIme afsrtheert is aodof180days(Sed 1064.4Unitnn jiingde APPUCAKGNA1URE..:/ DATE - - -- . - .- 0 • - - - • ... . 0 0 0 - - - L 0 •. - 0• ' - -. •- ,. •.. 0 , •o o_ - •.? -0 -. 0 00 .0 •0 • - •0• .2,. • • - •. 0 •'O 04 -, ,• •..- 0 - - .4. . - - '' .•.•. 0 .-, • -4. • . . , ,. - •. . • ' •,-... •. '4. -- -- 0 O • - - - •0_ ''4 •• :i -- •., - 0_ - ..• - . - '.4 -. .. - 0 • '.:- - ' -: - •-'-: ' -': , ,0 0•0 0• 0 •-•- 0 • -,, . •0 .4 0 '-.'.---- :-- :.- . -I 0 . -h:- • 0 .. .. 00, - - 0 4 40 •_ r r'.., -.- • •' - — Permit Type: BLDG-Commercial Application Date: 03/14/2017 Owner: SHAPELL PORTOLA LLC Work Class: Cogen Issue Date: 05/11/2017 Subdivision: Status: Closed - Finaled Expiration Date: 11/19/2018 Address: 2600 Gage Dr Carlsbad, CA 92010-5609 IVR Number: 2507 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reunspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Cold/hot water return/supply. Ok to insulate Yes - BLDG-Building Deficiency Solar contractor not on site No Checklist Item COMMENTS Passed BLDG-Building Deficiency Duplicate inspection request No . BLDG-Final . 058760-2018 Failed Michael Collins Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Incomplete, not ready for final inspection No BLDG-Plumbing Final No • BLDG-Electrical Final No 05/31/2018 05/31/2018 BLDG-Final 059646-2018 Passed Michael Collins Complete Inspection - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Electrical Final No ,BLDG-Building Deficiency Incomplete, not ready for final inspection No * BLDG-Plumbing Final No • - * May 31, 2018 Page 20f2 Permit Type: BLDG-Commercial Application Date: 03/14/2017 Owner: SHAPELL PORTOLA LLC Work Class: Cogen Issue Date: 05/11/2017 Subdivision: Status: Closed - Finaled Expiration Date: 11/19/2018 Address: 2600 Gage Dr Carlsbad, CA 92010-5609 IVR Number: 2507 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 05/24/2017 05/24/2017 BLDG-28 Solar 024287.2017 Passed Michael Collins Complete Water Heater - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre lim return/supply lines from roof to Yes storage tank rm. ' :10/06/2017 10/06/2017 BLDG-Final 036978.2017 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed r' BLDG-Building Deficiency Incomplete, not ready for final inspection No BLDG-Plumbing Final I No BLDG-Mechanical Final No BLDG-Structural Final No • , * ,BLDG-Electrical Final No 05/07/2018 05/07/2618 BLDG-25 Water. 057112.2018 Failed Michael Collins Reinspection Complete - HeaterNents Checklist Item COMMENTS Passed BLDG-Building Deficiency No / BLDG-28 Solar 057195.2018 - Failed Michael Collins Reinspection Complete 7 Water Heater - , Checklist Item COMMENTS Passed BLDG-Building Deficiency Solar contractor not on site No BLDG-Final 057113.2018 Failed Michael Collins Reinspection . Complete - Inspection - Checklist Item COMMENTS . Passed - BLDG-Building Deficiency Incomplete, not ready for final inspection No - BLDG-Plumbing Final No • S BLDG-Mechanical Final No • : - BLDG-Structural Final • No BLDG-Electrical Final No - .05/21/2018 - 05/21/2018 BLDG-25 Water 058598-2018 Cancelled Michael Collins Reinspection Complete - . HeaterNents - Checklist Item COMMENTS Passed . , BLDG-Building Deficiency Duplicate inspection scheduled. No .•.•.-•• '5 " . '05/22/2018 -• 05/22/2018 BLDG-25 Water 058591.2018 Partial Pass Michael Collins Reinspection Incomplete - . . . HeaterNents - Checklist Item COMMENTS Passed • . BLDG-Building Deficiency Ok to insulate return/supply lines '.i Yes - BLDG-28 Solar 058590-2018 Partial Pass Michael Collins Reinspection Incomplete - , • - - Water Heater May 31, 2018 . Page lof 2 . 7 EsGil Corporation In (Partnership with covernmentforBui(éing Safety DATE: 5/1/17 - 0 APPLICANT JURIS. ,JURISDICTION: City . El PLAN REVIEWER 0 FILE PLAN CHECK NO.: CBC2017-0118 SET: II . PROJECT ADDRESS:. 2600 Gage Dr. PROJECT-NAME: ROBERTSON RANCH APARTMENTS "Solar Hot Water Heating System" -. The'plahs transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes Li1 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff, The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information. The plans are being held at Esgil .:Corporation until corrected plans are subrnitted.for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person Eli The applicat's copy of the check list has been sent to .4. --.;- .. .- I, • ' .• - • - . . - Esgil.Corporation staff did not advise the applicant that the plan check has been completed. LII' Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted '7" (by.)) Fax # ....Mail , 'Telephone - Fax In Person E-mail: REMARKS By: Kurt Culver (for SA) - Enclosur'es: EsGil Corporation Li GA LI EJ Li PC 4/24/17 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 •- . 4 r -, — • - EsGul Corporation In cPartners/iip with government for Building Safety ,DATE: 03/27/2017 FPLICANT JURIS. JURISDICTION: City of Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0118 SET:I PROJECT ADDRESS: 2600 Gage Dr; PROJECT NAME: ROBERTSON RANCH APARTMENTS "Solar Hot Water Heating System" . The plans transmitted herewith have been corrected where necessary and substantially comply , with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. iLlil The plans transmitted herewith have significant deficiencies identified on the enclosed check list 4 and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant ' contact person. The applicant's copy of the check list has been sent to: s . - • LII Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Elizabeth Shoemaker Telephone # 760-431-9896 .. -, ,Pate cotacted: 3 2$J' (by: ("(.3- Fax #: l,Mail 'Telephone Fax In Person E-mail: eshoemakerallianceeng.com EIIJREMARKS: •. C. '' - - By Sergio Azuela Enclosures •EsGil Corporation . E GA [1 EJ E PC 03/16/2017 4 __•_c • , 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 c-,.--. - City of Carlsbad CBC2017-01 18 03/27/2017 GENERAL PLAN CORRECTION LIST 1- JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2600 Gage Dr. DATE PLAN RECEIVED BY ESGIL CORPORATION: 03/16/2017 REVIEWED BY: Sergio Azuela PLAN CHECK NO.: CBC2017-0118 DATE REVIEW COMPLETED: 03/27/2017 FOREWORD (PLEASE READ): ' 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 or 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. . Please rnake 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 TWO 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:1 Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. r 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? 'Yes U No •• ' City of Carlsbad CBC2017-0118 03/27/2017 PLAN REVIEWER Sergio Azuela - STRUCTURAL - 1. 'Clearly show on the roof layout of modules arrays, the locations of the module/rack to (E) roof framing "ATTACHMENTS", including: the size and specifications for the : "ATTACHMENTS", the spacing dimensions between the "ATTACHMENTS", as well as, the size and location of the roof framing members. 2 Provide calculations from a CA State Licensed PE for uplift forces on the solar hot water IT heating system, showing that all roof structure and connections are adequately designed. The structural calculations shall be sealed and signed by the CA State Licensed P.E. responsible for their preparation 3. Provide structural calculations to show adequate design for the foundation, structural .;: * support and anchor of the water tank. •. •.• • 4 Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2016 California Building Code which adopts the 2015 IBC 2015 UMC, 2015 UPC and the 2014 NEC. Update all notes provided on the cover sheet referring to I compliance with the previous code edition . 5 •• Additional corrections may follow. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 64 208, 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 Sergio Azuela at Esgil Corporation .:-' ;.•. • • PLUMBING COMMENTS * -, •- - . • PLAN REVIEWER Eric Jensen : •,, • •- PLUMBING (2016 CALIFORNIA PLUMBING CODE) - I, • - ""existing". *' •. * On sheet SWH-1 label the main components as new,, or existing,, . 2 On the plans include the boiler and if different from the solar tank, the storage tank locations.94 • 3 What does "blr" (solar tank pad) represent? Explain the backflow device type and describe type on the plans to afford high hazard , protection (Shown located between ET1 and PT on sheet SWH-1). - 5 Include a description for the non-potable water identification (per CPC 301.3 on the * •: plans: . •. I - * . If the boiler is new, additional comments may be necessary. '' '. .'CitjofCarlsbad CBC2017-0118 03/27/2017 Note: -If you have any questions regarding this Plumbing plan review list please contact Eric -, Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans • . t - .. 41 -4 4 - - 1. q 4' 4 4 1_I 4 4.4 -4 + 9' S --4 - f4 -\ - 4 . * I 4 44 4 4 . . 4, •I-.,..• - 4. 4 .4-.- 4 4. 1 44 4 1 • -4 . . 4_ k t . - t 4*, 4 4 .4 -4 .4. .-4 • _..___'i,'•_ 4• 4 4. 4 4 -4- • . 4-- BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers ____________ _____________ _______________ TOTAL VALUE 19,200 ' of Carlsbad CBC20 17-0118 03/27/2017 (DO NOT PAY— THIS IS NOT AN IN VOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0118 PREPARED BY: Sergio Azuela DATE: 03/27/2017 BUILDING ADDRESS: 2600 Gage Dr. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: Jurisdiction Code cb jBy Ordinance I Bldg. Permit Fee by Ordinance I I tI$5 731 Plan Check Fee by Ordinance " Type of Review: E Complete Review Structural Only J •t -. 4 . . . El Other • . LI Repetitive Fee Repeats . Hourly Hrs. @El * EsGil Fee I $116.931 . .•. I . ..•..•. .,-• . Comments: V' Sheet lofi e . macvaluedoc + ,.. -. .. . .- . . - . • . . .. • . .. - ,._ • . - 41 . - . I- 4 ,- * p p - - - ..ECTO '.4 .,.' STRUCTURAL CALCULATIONS •. - for ROBERTSON RANCH -• '• •• - SOLAR TANK at ., . . - 2600 GAGE DR., ROBERTSON RANCH - :-- • •. CARLSBAD, CA 92010 for -: '- '• REGREEN r - -- - . 1. •' •- - * , . - •. : :' . ••- c:-. . 1 • . "BY:' . JACOB S. PROCTOR, P.E. PROJECT ENGINEER 14 I - . -.- - PROJECT #: . U2296-0001-171 --'"-p..- •'-. -- . p - - DATE March 8,2017 -' REVISED April 3, 2017 1 •* - •"'.•P . - -:' - DESIGNED BY TAJ; CHECKED BY JSP " -I --,- -• I; - :.•:.. 1 - .NOTE: - - The calculations presented in this package are intended for a single use at the location indicated above, for the client listed ':':. , ,-,- above. These calculations shall not be reproduced, reused, "card filed", sold to a third party, or altered in any way I without the written authorization of Vector Structural ,Engineering, LLC and REGREEN . 8 S. State St.*, Suite 101 / Sandy, UT 84070 / 1(801) 990-1775 / F (801) 990-1776 / w co C) 00 W(/) I-00 ' I Zt U- 0 0 ow (I)0o 11O 00 < LLJ LLj 0 - '— I af 00<00 QO0OL1J ,(Do oo C4 0 p..- •, - -- Page 2of24 k 'I ECTOR JOB NO U2296-0001-171 - PROJECT: ROBERTSON RANCH - -- . -s - • V -Design Criteria:. ,. Code:" ode Structural design is based on the California Building Code 2016 Edition (2015 IBC) -: Seismic:, Seismic loads are based on the California Building Code, 2016 Edition (2015 IBC) - -.;Seismic importance factor, I = 1 Risk category I Mapped spectral response accelerations: S = 1.075g Si = 0.414g Site class- 0-, - Spectral response coefficients SDS = 0.767g SDI = 0.438g Seismic design category: 0" " Basic seismic-force resisting system Seismic base shear, V = 7.3 k • . Seismic response coefficient, Cs = 0.256 Response modification factor, R = 3 Analysis procedure. Equivalent lateral force I •.--. General Notes r - I 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 itructural framing members shall be adequately shored and braced during erection and until full lateral and, vertical support is provided by adjoining members - 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 318-14. Foundation installation shall be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers', ACl 336, "latest edition . • -. :--. 2All concrete shall have a minimum compressive strength of 4000 psi at 28 days. 3 Cement for all concrete shall be Type II with a minimum of 6% entrained air. Maximum aggregate size shall be %". 4 Reinforcing steel shall be per ASTM A615 Gr. 60 U.N.O. - - - • .1' - - : ' ' 5 Foundation- design is based on presumptive soil parameters. Vector Structural Engineering, LLC strongly . , -recommends independent soils testing be performed by a licensed geotechnical engineer to verify soil bearing capacities slope stability, and any other related soil parameters as required - F - SEISMIC FORCE CALCULATIONSI Page 3of24 Seismic Anchorage - fIt4bottorn ground-supported tanks: 0 -Input:'- - ----- i--- -LI . .---- - - - -s- - 4 - -• -t--.-- 4—+ 0., .,. R:= 3 1 : L (Response factor, ASCE 7-10, Table 15.41-2, Flat-bottom ....:: ::. :t : ground-supported tanks::Steel, Mechanically anchored) •• r-'.. .- --1- r' - .' SJJs:=O.7668 • (short period spectral acceleration, see lateral calculations) 4- 4 4f = 32 kip (Max tank weight, per client) . 1 .. ~. i... (Importance factor) h'4 •4 '•-' 4 +4 4 - .4.. S., " - j. .4(12.8-2) 4R-+ .4 ,,. 0 4 - e1 .j, .,.• ., ..,, , 4 . - S_b . r -----'----- •- --t 1 - . --• + : (15.4-1) - , .... ,'': ..4.f.4. - • - .. 0 4,. ............/. .\ .4, •.. .4. .4. .5.4 , 4 -- . . . 4 C8:=.maxC i ,C 2)O.256 4 •44,. ...........---I...........t - 4 . =171 in -. (height of tank, see attached) ,, .4 - ............. w:=60 in 4T (baseplate spacing in direction of cabinet width, see attached) 4. 4 • ........}. . . =78 in . . 4 . (baseplaté spacing in direction of cabinet length, see attached) 471b 4': (nufnberofbaseplates), =4tT T'T (number of anchor rods on each baseplate) an -Calculations:- f t - . . -HorizontaISeismfcForce:j 4-4 -Seismic Fb,re:- - '- • - - 4, ,, •, . ....................- 'f'- ......... + -. ... 4.. j . . . J Fv02SDSWP 49O8ibff 4. -Basep/ate Shear: . * .. t - - - t + . .. 4 2045 ibA 4 .+ 1 .f 4.4, 4., -4 •. * .4 4 t 4 I ...... t-' . . - S - . ........... .4 4.4' -,'----4----'+-+ 1- --4.-" i---' 4-4- + ..4- I T-7 -' -+-+ -'- ' '4. -' +4 - .4 +4 j , 0 U Created with PTC Mathcad Express. See www.mathcad.com for more information. Page 4 of 24 4_4. .-.- - Anchor Tension: Case #1 -,.Orthogonal Directions. .,• - --4-- ----+ ----- -i- - h - - -ti-1lt-10-.F •__. --1490 lbf t 4-t' bi4- -f-----'--- -4---.--4 Ti,- ' 1 - 2 --tt ---i---.-t'- ---H --ti. (-h - --• -d . - -t - - - -+- -h . --145 Of .-,-- -r WC., 4.3--- -.-- -.--4-j-.,- .....................- - . . . . -Anchor Tension: -Case #2..- Diagonal Direction: - 4 -. r • - -4 . - - -•-_4- •_._i-_•-i__ --FL h O7. FO9W)lOFP 2 =1133 1b .;; - * 3 -..- . .-t--.- -'- --1-i -.-.4 • - - - Anchor -Tension: - --4 -ii---- -----4- -+t..-t.,-- 1Trc(Tbl ,Tb2,T4fl .. .. =1133f t j (total tension per baseplate) --±±-- anchori-'-'4 1 - - * • -'- - . -. -. -- ------------------ - -4--4- f --4-- 1. - . - • --444- --4-,--. -- ... or 4- I f (tension in each anchor) - ----3-- 4.- -i--i I I t •--t ti-I- - t - -- 4 - 4 • 4- + • ' 1. - - - r . - -i--i- -r--+-------i + —Hi---.- ----------------------------------- . . ... t ---'--4--4 t i- t- --- t-s --i----- -.- -f -r 4- -. •-- 1-4 - ---i- 5 -+4 -+ '- -4-• - '--i- I- 4----f i-i- - -- . - •- - --'----4---t ---.----------~-+-t' t ,41--t-_--•-. - - -- -- i--4-----,----,--1- 4- 4 +- 4_.i ------i---f i--f -44 ' i-" ' i -i--I- - I- - r -+ - •- - i- 4-i- ' + " t4 _t -t t-1- '- - - - - - - - - - i--I- -ti-i-"i- 4 - 4• - -•-+-4--s-t4*-1f--t------f--.--f---- 43---rtt-.$.l - • 444-.sf*1. 4i-31' -t-4-i--+-4 - - -- - - - -- - + - -- - * - + - • 4 -r4 f41 - '-f-4- r-l- 1.-4._..4-4 4 -- . - - - - 4-3--- +4-1- i- 3--3- -----. - + 4 + -I- i--s 4-4 -4- 4 - - - Created with PTC Mathcad Express. See www.mathcad.com for more information. - • . • - . . I - - - - — -' • • - I ,www.hilti.us -. . Profis Anchor 2.7.2 Company: • Page: 1 Specifier: . - Project: Robertson Ranch Address: - - Sub-Project I Pos. No.: Phone I Fax: I Date: 3/8/2017 E-Mail: , . comments: Anchorage I Input data __________ Anchor type and diameter: - HIT-HY 200 + HIT-Z 3/8 Effective embedment depth: = 2.375 in. (hei,iimit = 4.500 in.) . Mterial: - - . - DIN EN ISO 4042 Evaluation Service Report: ESR-3187 SAFEET . Issued I Valid: 11/1/201613/1(2018 Proof: • Design method ACI 318-08 / Chem Standoff installation:-. e, = 0.000 in. (no stand-oft); t = 1.000 in. Anchor plate: -' . Ix x çxt = 16.000 in. x 16.000 in. x 1.000 in.; (Recommended plate thickness: not calculated Profile,: . •• • Square bars (AISC); (Lx W xl) = 1.000 in. x 1.000 in. x 0.000 in. Base material: . cracked concrete, 2500, %'= 2500 psi; h = 420.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: • . tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) - no . Geometry [in.] & LoadingLlb, ln.lb] • * • z: -1+ .• • Input data and results must be checked for agreement with the existing conditions and for plausibilityl :. X. iiii.i - :wWw.hlft,•us . - 1..,,: . - - Profis Anchor 2.7.2 Company:....' S - . Page: 2 : • . -- - -.'- - Sp Project: Robertson Ranch Address:. - - - -' - - Sub-Project I Pos. No.: - Phone I Fax: I: : - Date: 3/8/2017 • E-Mail: --- -- • - - - -. -- 2 Load case/Resuttitig anchor forces • Load case: Design loads-- .-• • -,.• ..•S - ..-..•• 03 04•--•• - .-• • - Anchor reactions (Ib] -. Tension force: (+Tension,-Compression) - - Anchor - Tension force Shear force Shear force x Shear force y - - - I -,.- 1288 - 513 - 0 - 513 2 210 513 0 513 Tension 'x Comi ssion 3 '--1288 - - - 513 - •.0 - 513 •• -- - 4- •-• 210 -. - 513 --. 0 513 • • max; concrete compressive strain: - - 0.05 [%a] max. concrete compressive stress: - - 220 [psi] -• - resulting tension force in (x/y)=(-3.598/0.000): - 2997 [lb] 01 - -.. - - resulting compression force in (x/y)=(7.649/0.000): 1847 (lb] - - - - - . . , _I_ • 3 Tension load - : ' --Load N[lb] Capacity Nn Jib] Utilization pN = Nua/$ Nn Status - - Steel Strength* 1288 4749 28 OK ••• -. Pullout Strength 1288 5169 25 OK :-Sustained Tension Load Bond Strength •. NIA N/A N/A N/A - Concrete Breakout Strength 2997 4024 75 OK anchor havingthe highest loading- **anchor group (anchors in tension) 3A Steel Strength . ESR value . . ferto ICC-ES ESR-3187 - : 4) Nsa 2: Nua • -. ACI 318-08 Eq. (D-1) Vt_V . V- •• V Variables, • . . . -. • A8 [in. . f [psi] 0.08 V, , 94200 - •• •• S. • -. :. Calculations S 4V5 _ • Nsa 7306 - - • - ... , -'Results5 - •. - • . N55 [lb] . 4) - 4) N88 [lb] - N58 [lb] , 7306 0.650r... 4749, 1288 - 4. 12 Pullout Strength - - N =N refer tolCCESESR3187 r4 N 8~ N55 -ACI 318-08 Eq. (Dl) Variables - • -, - N [Ib] ' -, -. V• ' 7952' - ,: - • --- • -;-, V V - V •• V Calculations • - -V -. V - •• -. V V V -. - V V - -- , . .• • Results. - - • ,• V VV • V V __Nç[lb] .-•• V 4N 8 [lb] N8[lb] - .. -, 7952 - - 0.650 •. 5169 1288 -• • V • V V V - •• V - - -, - • -. • r - S . - •'• 5 - . 4. •' .' • t• (• - V•5J V -' -S. 'V ._tS • •_• 5, - -- • - -V - .5 ! -• - -_, V V InpUt data and results must be checked for agreement with the existing conditions and for plausibilityl V -• - Lai - www.hiltius i'.- Profis Anchor 2.7.2. Company: .. . - :- Page: 3 - - ' Specifier: ' .- • ' Project: Robertson Ranch Address: .. ,• . Sub-Project I Pos. No.: Phone I Fax: -- . I •. .' Date: 3/8/2017 .. 'E-Mail: . . ,. . . 3.3 Concrete Breakout Strength N ACl31808 Eq. (D5) 4) Nc4 2:Nu .. . -, ACt 318-08 Eq. (D-1) - S AN. see ACI3i8-08 Part D.5.2.1 Fig. RD.5.2.1(b) . = 9 h ACt 318 08 Eq (D-6) ecN ACt 318-08 Eq (D9) he 4'edN O7+03(!)5i 0 ACt 318-08 Eq (D-1 1) 4 '=MAX( min ,i.!'!Q!):5 1.0 . . ., S ACt 318-08 Eq. (D-13) 4:6,c cac Nb,.. . ACt 318-08 Eq. (D-7) .' 1' • . 4 . . 4 -. Variables .h0f (in.] :.. eC1N (in.] e (in.] [in.] 'v c,N 4 * 2.375 . . -' 3.598 0.000 12.000 1.000 ; [in] kc [psi] 4 ,3.563.> ., 17 1 •, 2500 ! •',_•• ..' .* ,t. . - Calculations - 5. AN, in •.A'[in2] -. 4'ecl,N. 41ec2,N Ved,N 4'cp,N Nb[lb] 203.06. 50.77 0.498 1.000 1.000 1.000 3111 .. . - --Results .Ncg [lb) -. +concs'ete . . 4t Ncbg [lb] Nua [lb] - 6191 . .650 . - 4024 2997 1 V.... , - S •", - S.,.. . . . S , 5 _4 4 -- . - •-. . . .4 4 47 4, ( - • t j. - 5 15 ¼ . 4 •. . - . •,, t • . , . 4. .4 4._S.. - V -,,. V 4 - -. _. . .- - V.-. • . ..5* . . 1 • - . -. ,- - -- ..- S •. 4V. .•, S .. ' -. '*_ . - - ,- V . . 7 -V 4 • 45. ,. V' •. - . .4. - , ' *4, 4 r Input data and results must be checked for agreement with the existing conditions and for plausibility] V L1.L1E Vla i.1I.11J -' www hiltu Profis Anchor 2.7.2. Company:Page 4 Specifier Project Robertson Ranch Address Sub Project I Pos. No * Phone lFax: I I - Date: 3/8/2017 EMaiI 4 Shear load Load V [lb] Capacity Vn (lb] Utilization pv = Vu./4, Vn Status Steel Strength 513 1929 27 OK Steel failure (with lever. arm) N/A N/A N/A N/A Pryout Strength (Concrete Breakout 2050 8711 24 OK Strength controls)— Concrete edge failure in direction x+ee '2050 20048 11 OK * anchor having the highest loading *anchor group (relevant anchors) 41 Steel Strength. . .5 (0.6 A.4,v f5) - refer to ICC-ES ESR-3187 - - 4l.Vsteeik Vu8 ' . ACI 318-08 Eq. (D-2) . -. Variables - As,,j [in f5 [pi] (0.6 Aee,v futa) [lb] 0.08; . 94200 3215 . .. . . -. • Calculations ' . Vs8 [lb] .. ... . 3215 Results .4 Vsa [lb]. . itt steel . 4, Vsa [Ib) Vua [lb] . -- - 3215 0.600 1929 513 4. - 4.2 Pryout Strength (Concrete Breakout Strength controls) .. 4- -. Vcpg = kcp [() 'V cc N Wed N N N Nb] ACI 318-08 Eq (D-31) V,V ',-': •'..-. . ACI 318-08 Eq. (D-2) .: AN, esee ACI 318108, Part D.5.2.1, Fig. RD.5.2.1(b) .. a. ANoo 9 h -, ACI 318-08 Eq (D-6) Vec,N - - ACI 318-08 Eq. (0-9) /c3 het WedN =o7+o3(f!L)~10 ACI 31808Eq (D-1 1) 4icpN = MAX(!5 &) 1 0 ACI 31808 Eq (D-13) Nb = Ic5 . l? h 5 .'. .. . .. ACI 318-08 Eq. (D-7) - Variables - . k p he [in.] eciN [in.] eN [in.] c8m15 [in.] .... ;. 1 . . 2.375 • 0.000 0.000 12.000 -4 . ... VcN Cac [in] I( (c[Psi] J.000 3.563 17 1 2500 CaIculat1ons . A[in.21 A o [in.21 - Wc 1,N 4'sc2,N 'I'ed,N 4Icp,N Nb(lb] 20306 - 5077 1.000 1.000 1.000 1.000 3111 4 Results V59 [lb] , . . 41 concrete ... 4i V59 [lb] Vua [lb] 12444 •. 0.700- 8711 .. 2050 . . •• .. . . , N •••. . . .. 4 ... .. - .... -, - 1 * ., ,.•-4_. ,-. -. 4-.., -: •, •..•- - . 4'. . ..- . • In data and results must be checked for agreement with the existing conditions and for plausibility! lJ www.hllti.ué Profis Anchor 2.7.2 Company: . . Page: 5 Specifier: Project: Robertson Ranch Add ress Sub-Project I Pos. No.: Phone I Fax:. . . - . . Date: 3/8/2017 E-Mail: • 4.3 Concrete edge failure in direction x+ Vag = Avc () 4lec,V 41 ed,V 41 c.V 41 h,V '11'parallel,v Vb ACI 318-08 Eq. (0-22) 4> V -. . ACI 318-08 Eq. (D-2) - Av0 seeACI 318-08, Part 0.6.2.1; Fig. RD.6.2.1(b) Avco- = 4.5 ci - . ACI 318-08 Eq. (D-23) 4'ec,V = (J +2! :r. 1.0 . ACI 318-08 Eq. (D-26) 3c3> \ / - - . . 41 ed.V = 0:7 + 0.3(j.5c ca,--):5 1.0 ACI 318-08 Eq. (0-28) .. 41 h,V = ~ 1.0 ACI 318-08 Eq. (D-29) V, =(7(-)g)). IF( c.' ACI 31808 Eq. (D24) • Variables . . . c [in.] . c52 [in.) . -eev [in.] 41 c5V h5 [in.] 12.000 . .12.000 , 0.000 1.000 420.000 . • . . • • 'e [in.] . da [Ifl.] c [psi] '4/ paraiiei,V 2.375 - 1.000 0.375 2500 2.000 S . Calculations .- Av. (in .2] 'A,, [in .2] ' 41 ec.V 4 od,V 4/ h,V Vb (lb] . 720.00 .. - 648.00 1.000 1.000 1.000 12888 . . Results • . V [lb] 4> concrete ' 4> Vctg (lb] Vua [Ib] S • 28640.'., • 0.700 . 20048 2050 , .. 5 Combined tension and shear loads. .4. . .. . - I Utilization 3N.V (%] Status - .. . 0.745-, . - .. 0.266 . 5/3 73 OK 0kv 01v 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! "Condition A applies when supplementary reinforcement is used. The cD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the - Evaluation Service Report for cleaning and installation instructions - The 'ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead .applications. . •• . • . • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • • • • • • * • .- I -V - . ":- Fastening meets the design criteria! - .• •" •• '-• -a input data and results must be checked for agreement with the existing conditions and for plausibility! . I 4. I...J.uiiuii.L1J ; www.hilti.us.. • - Profis Anchor 2.7.2. , Company.. •.., - - Page: 6 Specifier Project Robertson Ranch - Address: -' . -•.. Sub-Project I Pos. No.: Phone lFax: I ..' Date: 3/8/2017 - .7 IntalIation data I ..- 5, 4.- 4-,. . Anchor plate steel . Anchor type and diameter HIT HY 200 + HIT -Z 3/8 . . Profile: Square bars (AISC); 1.000 x 1.000 x 0.000 in. Installation torque: 177.015 in.lb . Hole diameter in the fixture: dr = 0.438 in. - Hole diameter in the base material: 0.438 in. • Plate thickness (input): 1.000 in. - . Hole depth in the base material: 3.375 in. : Recommended plate thickness: not calculated . . Minimum thickness of the base material: 4.625 in. . Drilling method: Hammer drilled Cleaning No cleaning of the drilled hole is required 5 7.1 Recommended accessories . .. . - •... Cleaning Setting .5, .. Suitable Rotary Hammer , ... . • No accessory required Dispenser including cassette and mixer - Properly sized drill bit •- . . Hilti seismic filling set Torque wrench • . Aly '... . S .. . . .' 8.000 - 4. 4 ,. 8.000 . C 4 - . .5 . . - - 4- • .. - - 2 • .4.- - •. •. -, '455 -. • - 3.000 - . ' : . . . •. 10.000 3.000 4 . . • • - • . Coordinates Anchor. in . Anchor - x y c.... - c., - 11 -5.000 .:-5.000 - - 22.000 12.000 - . - .2. . 5.000 -5.000 .12.000 12.000 - 3 -5.000: 5.000 - 22.000 22.000 - - 4 .5.000 5.000 .. - 12.000 1 22.000 - - -- input data and results must be checked for agreement with the existing conditions and for piausibilityl . • .' I ___ I_ www.hilti.us .. . Profis Anchor 2.7.2 Company: . . Page: 7 Specfier: . - . Project: Robertson Ranch. Address: - . . Sub-Project I Pos. No.: Phone I Fax:: : •' Date: 3/8/2017 E-Mail: 18 Remarks; Your Cooperation Duties - - . s__ •' • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas -' and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to tising the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the * , data you Out. in. .Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be . put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an . .' aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for ..- •the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do . . not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or , .. damaged data or programs, arising from a culpable breach of duty by you. .. _} - •,.' " 4 . .•,,.-,' . . ,." 5, A - "•'. ."- S,A . • . . . . . ,- • ...........................-. 'A .,'• •! .•. - ' ..,• . . 4,.* . . .. .f ., • - --. • ' •- - . S , - . , • •.: -: •,_-, y • . . - ,,-- S ' . .. .. . - • S., • :-S-_; _., . ' • '. '--,.-. ";•. •. •- . . -.. - '- . .5 . - . t*.•. .• ''Vt., . - . . ,. -S. . ..,_-,,-t -- -,. •_•••. 4 .. 1•.. •. r'-. •. ' - .4 S I — -- . • --, . - 1_•• - 4 , ',.. I - . '.7. . ..,,_: • .. - . -4 :', .'.. ,- •. . I,._4 . -t' •_.. C I •. , - , 4 - 5. •. _.5 ;' '4, 4 . .• --V . '•.• -I. •' -. ,• I, , '•5'.' ''--V -. 2' ' * , ... . _ •. .t . ...-, .:.. •- - '' • • -. . •-.. - -•. - '• - ' , . . . -• S Input data and results must be checked for agreement with the existing conditions and for plausibility! FOUNDATION CALCULATIONS (CONCRETE AND REINFORCEMENT) IN RISA FOUNDATION - - ;_ -.4 •4 :' ' -:• - .. - •-: Page 12 of 24 * .. '• Z :-.-.ix, ... .. S - -- ._.•_'I. 4 , 3 - .-: • . ,. 4.• - .'.-. - -'.... ,, - :- : '- .4;. N4 - -:': ': AD N3 --:- . - . .' 3D NiB .. -- ,- -. .- . - * -. . ' ' .,$t-s R30N1A 4 - • R3D_N1B - NI , ,: '- F • • 3D_NlA_i - -. - . .•. . AD'N2 S • . - T..... -. ---.. .4- .. ..; - '-.-', S %*5• • - 4 - . 2• . , • - . . - - -. 4 - -a -' - -t .. * -. - _,4 --. - . 4 . - -- •- -r- .- - -- 4 4. '•7 -5 .:' •, - , . -4.- •- t••,, • 44 • ,, - .-• - Results for IC 1,'D(max)4 .- -:I - . -' .• - :--- ,:- SK-1 -. 7 I - Mar 8,2O17at333PM * ' - •- . - Foundation Design.r3d •--* . .4., - 4- • 4. 4 ••4' . - •• -. - ¶ - .4-.- •. '.-.• L •_. . . -. • -.4 .-- -. - -,- * - S. - •S , -. -4. -. •.. --. •.,.-,: - *5. • -.4 - .4 - :1 - ' - S '•'.'• - • Page 13of24 Company : Designer : Mar 8, 2017 3:36 PM Job Number : I 11RI-S'A Checked By: _ Model Name Point Coordinates - - I ahal 7 ru.1 V 1n1 .R3DNIBI 78 _2_ R3DN1A1 78 60 R3DNIB 0 0 4 R3DNIA 0 60 5 PAD Ni 134 -20 6 PAD N2 134 100 7 PAD N3 -142 100 -8 PAD N4 -142 -20 9 . N9 -29.090909 88 10 N10 -41.636364 88 11 Nil -41.636364 76 12 N12 -29.090909 76 13 N13 46.181818 -8 14 N14 58.727273 -8 15 N15 58.727273 4 16 N16 46.181818 4 17 N17 -104.363636 -8 18 N18 -91.818182 -8 19 N19 -91.818182 4 20 N20 -104.363636 4 21 N21 -29.090909 16 22 N22 -41.636364 16 23. N23 -41.636364 4 24 N24 -29.090909 4 25 . N25 -4. 88 26 N26 -16.545455 88 27 N27 -16.545455 76 28 N28 -4. 76 29 N29 -54.181818 88. 30 N30 -66.727273 88 31 . -. N31 -66.727273 76 32 N32 -54.181818 76 33 N33 . -29.090909 40 34 N34 -16.545455 40 35 N35 -16.545455 52 36 N36 -29.090909 52 37 N37 -54.181818 40. 38 N38 -41.636364 40 39 N39 -41.636364 52 40 N40 -54.181818 52 41 N41 • -4. 40 42 N42 8.545455 40 43 N43 8.545455 52 44 N44 -4 52 45 N45 -54.181818 16 46 N46 -66.727273 16 47 N47 -66.727273 4 48 N48 -54.181818 4 N49 -4. -8 50 N50 8.545455 -8 51 N51 1 8.545455 4 52 N52 j_-4. 4 53 - N53 -104.363636 64 54 N54 -91.818182 64 N55 -91.818182 76 E 56 57 N56 -104.363636 76 N57 1 -129.454545 -8 [\ ... \ ... \ ... \ ... \ ... \ ... \ENG\Foundation Design.r3d] Page 1 - - RiSAFoundation Version 9.0.2 Page 14 of 24 ;Company : Designer :• . Mar 8, 2017 3:36 PM I .' •, IC A Job Number : ID : I Checked By. Model Name - Point Coordinates (Continued) 7 ri v r....i 58 N58 -116.909091 -8 59 N59 -116.909091 4 60 N60 -129.454545 4 61 N61 -79.272727 -8 62 N62 -66.727273 -8 63 N63 -79.272727 4 64 N64 -104.363636 40. 65 N65 -116.909091 40 66 N66 -116.909091 28 67 1 N67 -104.363636 28 68 N68 .79.272727 40. N69 -91.818182 40 70 N70 -91.818182 28 it . . N71 -79.272727 28 72 N72 -129.454545 40. 73 N73 . -142 40 74 N74 -142 28 75 N75 -129.454545 28 76 N76 -79.272727 64 -77 ' N77 - -66.727273 64 78 N78 -79.272727 76 79 N79 -129.454545 88. 80 N80 -142 88 81 .' '. • N81 -142 76 82 N82 -129.454545 76 83 N83 96.363636 88. 84 N84 83.818182 88 85 .. . N85 83.818182 76 86 N86 96.363636 76 87 - N87 . 46.181818 64 88 N88 58.727273 64 89 '- N89 58.727273 76 90 N90 46.181818 76 .91 N91 21.090909 -8 92 N92 33.636364 -8 93 N93 33.636364 4 94 N94 21 .090909 4 - N95 71.272727 -8 96 N96 83.818182 -8 97 - N97 - 83.818182 4 98 N98 71.272727 4 99- - N99 46.181818 40. 100 N100 33.636364 40 101 N101 33.636364 28 102 N102 46.181818 28 103 N103 71.272727 40. 104 N104 58.727273 40 105 N105 58.727273 28 106 N106 71.272727 28 107 N107 21.090909 40. 108 N108 8.545455 28 109 .. N109 21.090909 28 110 NIIO 71.272727 64 111 Nih 83.818182 64 112 N112 71.272727 76 11 3 N113 21.090909 88. 1141 N114 8.545455 88 - RiSAFoundation Version 9.0.2 [\...\...\...\...\...\...\ENG\Foundation Design.r3dJ Page 2 - Page 15of24 Company: Designer -: Mar 8, 2017 3:36 PM . I • I IRISA Job Number : Checked By:_____ Model Na me Point Coordinates (Continued) - - I hcI 7 ri V r.,i T N115 8.545455 76 116 N116 21.090909 76 1. -. N117 - 121.454545 -8 118 N118 134 -8 119 N119 134 4 120 N120 121.454545 4 121 - N121 121.454545 88. 122 N122 108.909091 88 123 N123 . 108.909091 76 124 N124 121.454545 76 125 N125 . 96.363636 40. 126 N126 108.909091 40 127 N127 108.909091 52 - 128 N128 96.363636 52 129 N129 121 .454545 40 130 N130 134 40 131 N131 134 . 52 132 N132 121.454545 52 133- N133 .. 96.363636 16 134 N134 83.818182 16 . N135 96.363636 4 136 N136 -29.090909 64 137 N137 -16.545455 64 138 N138 46.181818 16 139 - N139 33.636364 16 140 N140 -104.363636 16 .141 N141 -116.909091 16 142 N142 -29.090909 -8 143 N143 -16.545455 -8 144 N144 -16.545455 4 145 N145 • -4. 64 146 N146 8.545455 64 147 .. N147 -54.181818 64 148 N148 -41.636364 64 149 ' N149 - -54.181818 -8 150 N150 -41.636364 -8 it -...N151 4. 16 152 N152 -16.545455 16 153 - - N153 . -104.363636 88. 154 N154 -116.909091 88 -155 . N155 -116.909091 76 156 N156 -129.454545 16 157 - • N157 - -142 16 158 N158 -142 4 159 N159 -79.272727 16 160 N160 -91.818182 16 161 N161 -79.272727 88 162 N162 -91.818182 • 88 163 N163 -129.454545 64 164 N164 -116.909091 64 165 . • N165 . 96.363636 64 166 N166 108.909091 64 167 N167 46.181818 88 • - 168 N168 33.636364 88 _1. 1 N169 - 33.636364 76 .170 N170 21.090909 16 171 1 N171 8.545455 16 - RiSAFoundation Version 9.0.2 [\...\...\.,.\...\...\...\ENG\Foundation Design.r3d] Page 3 Page 16 of 24 Company : Mar 8, 2017 I Designer : 3:36 PM I RIS1Ô Job Number : Checked By:_____ Model Name Point Coordinates (Continued) iN.1 7 r,i v rini 172 N172 71.272727 16 173 N173 58.727273 16 174 N174 71.272727 88. 175 N175 58.727273 88 176 N176 21.090909 64 177 N177 33.636364 64 178 N178 121.454545 16 179 N179 108.909091 16 180 N180 108.909091 4 181 N181 121.454545 64 182 N182 134 64 183 N83 134 76 184 N184 96.363636 -8 185 N185 108.909091 -8 186 N186 -16.545455 100 187 N187 -29.090909 100 188 N188 -41.636364 100 189 N189 33.636364 -20 190 N190 46.181818 -20 191 N191 58.727273 -20 192 N192 -116.909091 -20 193 N193 -104.363636 -20 194 N194 -91.818182 -20 195 N195 -16.545455 28 196 N196 -29.090909 28 197 N197 -41.636364 28 198 N198 8.545455 100 199. N199 -4 100 200 N200 -54.181818 100 201 N201 -66.727273 100 202 N202 -66.727273 40 203 N203 . -66.727273 28 204 N204 -54.181818 28 205 . N205 -66.727273 52 206 N206 -4. 28 207 N207 -16.545455 -20 208 N208 -4 -20 209 N209 8.545455 -20 210 N210 -116.909091 52 211 N211 -104.363636 52 212 N212 -91.818182 52 213 N213 -142 -8 214 N214 -129.454545 -20 215 - N215 -79.272727 -20 216 N216 -66.727273 -20 211 N217 -79.272727 52 218 N218 -129.454545 52 2.19. N219 -142 52 220 N220 -116.909091 100 221 N221 -129.454545 100 222 N222 108.909091 100 2. - N223 96.363636 100 224 N224 83.818182 100 225 N225 33.636364 52 226 N226 46.181818 52 227 N227 58.727273 52 2. N228 21 .090909 -20 Page 4 - RiSAFoundation Version 9.0.2 [\...\...\...\...\. . .\.. .\ENG\Foundation Design.r3d] L Page 17of24 Company : Mar 8, 2017 I Designer : 3:36 PM IRISA Job Number : Checked By:_____ Model Name Point Coordinates (Continued) I zhal 7 rini Y rini 229 N229 71.272727 -20 230 N230 83.818182 -20 231 N231 83.818182 40 232 N232 83.818182 52 233 N233 71 .272727 52 234 N234 83.818182 28 235 N235 21.090909 52 236 N236 33.636364 100 237 N237 21.090909 100 238 N238 T 108.909091 -20 - N239 121 .454545 -20 240 N240 134 88 241 '- N241 121 .454545 100 242 N242 96.363636 28 243 N243 108.909091 28 244. N244 121.454545 28 245 . N245 134 28 246 N246 -41.636364 -20 247 . N247 -29.090909 -20 248 N248 -54.181818 -20 249 N249 -91.818182 100 250 N250 -104.363636 100 251 N251 -79.272727 100 252 N252 -142 64 253 N253 58.727273 100 254 N254 46.181818 100 255 .N255 71 .272727 100 2561 N256 134 16 257 N257 96.363636 -20 - Point Loads and Moments (Cat I : DL) V. I . R,.njhIrI, k_fl . R3DNIB . X -.22 - 2 R3D NIB Y 1.291 __. .- R3D NIB Z -.569 R3D_N1B MX .048 R3D NiB MY -.284 6 R31D_NIB MZ .5 7 R31D N1A X .22 R3D NIA Y - - 1.291 9 .. _R3DNIA Z -.569 _[Q R3D_N1A MX .048 _R3DN1A MY .284 12 R31D_N1A MZ -.5 13 R31DNIA1 V X .22 14 R3D_ NIA _1 Y 1.291 15 . _R31DN1A1 -Z .569 16 R3D_NIA_1 MX -.048 .17 V R3DN1A1 MY -.284 18 R31D_NIA_I MZ -.5 _19 R31DNIBI X -.22 20 R3Dfi1B_1 Y 1.291 21 R31DN1BI Z .569 22 R3DNIB_I MX -.048 .23 R3DNIB. I MY .284 24 R3DN1B1 MZ .5 .RlSAFoundation Version 9.0.2 [\...\...\...\...\...\...\ENG\Foundation Design.r3dJ Page 5 - Page 18 of 24: .. -. Company. : Mar 8, 2017 : Designer : - 3:36 PM SA. fl Job Number : Checked By: U' Model Name' : '1. - - . , Point Loads and Moments (Cat 11 : FL) Label Direction Maanitudelk.k-ffl 1 R3D NIB X -1.187 R3D NIB Y 6.75 3 '.R3DN1B Z -3.074 4 R3D N1B MX .018 - R3D N18 MY -1.532 6 1 R3D NiB MZ 2.7 7. R3D NIA X 1.187 R3D WA V 6.75 _9_•._R3DN1A Z -3.074 10 R3D WA MX .018 Ii. R3DN1A "MY 1.532 12 R3D WA MZ -2.7 13 R3D N1A'I : X 1.187 14_ R31D N1A_1 Y 6.75 15 . R3DN1A I Z 3.074 16 R3D NIA _1 MX .-.018 17 - '• R3DN1A 11 MY -1.532 18 R3D NIA _1 MZ -2.7 19 .R3D NiB 1 X -1.187 20 R3D NIB I Y 6.75 21 R3DNIB1 Z 3.074 22 R3D NIB_i MX -.018 23 ..R3D NIB 1 MY 1.532 24 R3D NIB 1 MZ 2.7 R3D NiB_I MX .007 t3 • R3D NiB I MY -3.638 R30 NiB 1 MZ - -8.485 - Point Loads and Moments (Cat 17: 0L2) Label Direction Magnitude[k.k-ft} I X .22 -- H- - __R3DNIB X -2.05 -- 2 R3DN1B Y -2.448 3' .R3DN1B __. Z 1.115 4 R3D NAB MX -.007 _'R3DNIB 'MY 3.638 R3DN1B MZ -8.485 -7" -'."-R3DN1A_. X 2.05 R3DNiA Y -2.448 9.______R3DNiA Z -1.115 10 R3D NIA MX .007 It R3DN1A . MY 3.638 12 R3D _NIA MZ -8.485 13 R3D WA 1. X 2.05 _14 R3D_N1A_I Y 2.448 15 •..R3D NiAi Z 1.115 16 R3D_N1A_1 MX -.007 17.' - R3D WA 1 MY -3.638 18 R3D NIA _1 MZ -8.485 19. R3D NIB 1 " ' X 2.05 20 R3D _NIB_i Y -2.448 21 R3D NiB 1 ' Z -1.115 _Point Loads and Moments (Cat 16:OLD - .- - -. '.. - • . I hI flir,'tifin Mnnitiirk kft1 RiSAFoundation Version 9.0.2 L\...\...\...\...\...\...\ENG\Foundation Design.r3d] Page 6 R3D NIB Z - .569 - R3D NIB MX -.003 -' R31DN1B MY .284 R3D NIB MZ -.5 7 .R3D NIA X' -.22 8 R3D _NIA Y -1.25 R3D NIA Z .569 10 R3DN1A MX -.003 .111'r_R31DN1A MY -.284 iZ. R3D NIA MZ .5 13 R3DN1A1 X -.22 14 R3D_ NIA _l Y -1.25 .15' R3DN1A1 Z -.569 16 R3DN1A_1 MX .003 17 R3DNIA1 MY .284 18 R3DN1A_1 MZ .5 19 R3DNIBI . X .22 20 R3DN1B_I Y -1.25 21 .R3D NiB 1 Z -.569 22 R3D NIB _1 MX .003 23 R3D NiB 1 MY -.284 24_ R3DNIBI MZ -.5 - - : . . . - Page 19 of 24 1,.-Company : . Mar 8, 2017 - - IIRISA Designer : - 3:36 PM Job Number : Checked By:_____ Model Name Point Loads and Moments (Cat 17: OL2) (Continued) - • Label_ Direction Maanitudefk.k-ftl - I'ojnt Loads and Moments (Cat 18: 0L3) • - I bI flirpr'tinn MnnittirIprk k..ftl I' - R3D'NlB X - .316 - R3D_N1B Y -4.485 R31D NIB Z 2.05 R3D _NIB MX .029 5 R3DN1B MY .024 6 R31D NIB MZ -.893 -' R3DN1A X -.316 R3D NIA Y -4.485 R3DN1A Z 2.05 10 R3D _NIA MX .029 11 R3D NIA MY -.024 12 R3D_N1A MZ .893 I3 - - R3D WA I X .316 14 R3D_N1A_1 Y 4.485 j. R31D WA 1 Z 2.05 16 R3D_NIA_I • MX .029 17 R3D NIA 1 MY -.024 18 R3DNIAI MZ -.893 19_ ' R3DN1B1 X -.316 20 R3D_N1B_1 Y 4.485 21 R3D NIB 1 Z 2.05 22 R3D _NIB_i MX .029 23 - R31D NiB 1 MY .024 24 R3D NIB 1 MZ .893 Point Loads and Moments (Cat 26: ELX) - - - I nhal flirr'tirn MniIiir4Fk Ie..R1 - R3DN1B X .325 2 R31D NiB Y -.388 - R3D NIB Z .177 R3D NIB MX -.001 - RiSAFoundation Version 9.0.2 [\...\...\...\...\...\...\ENG\Foundation Design.r3d] Page 7 R3D NiB MY - .577 - 6 R3D NIB MZ -1.345 7 R3DN1A X .325 8 R3D NIA Y .388 9. R3DNIA Z -.177 10 R3D N1A MX .001 :11 R3DNIA MY .577 12 R3D NIA MZ -1.345 - R3DN1A1 X .325 14. R3D NIA _1 Y .388 15 . R3DNIA 1 Z .177 16 R3D NIA 1 MX -.001 17. R3DN1A1 MY -.577 18 R3D N1A1 . MZ -1.345 19 R3DNIB_I X .325 20 R3DNiB_i Y -.388 21 .-R3DNiB1 Z -.177 22 R3DNiB_I MX .001 R3DNIB1 MY -.577 24 R3DNIBI MZ -1.345 - Point Loads and Moments (Cat 27: ELY) Label - Direction MaanitudeFk.k-ftl .' 1 R3DNIB X . -- .031 R3D_N1B Y -.175 3. _R3Q N18 Z .08 R3DN1B MX -.000465 i_. R3DNIB MY .04 - R3D_NIB MZ -.07 7 ..R3DNIA X -.031 R3DN1A . Y -.175 .9 -.•.R3DN1A Z .08 10 R3DNIA MX -.000465 _ii_ ,R3DNIA __. MY -.04 / 12 R3DN1A MZ .07 R3D NIA 1 X -.031 14 R3DNIAI Y -.175 __R3DN1A1 Z -.08 16 R3DjJ1A_1 .MX .000465 17 R31D WA 1 MY .04 18 R3D WA I MZ .07 19 R3D NIB 1 X .031 - 20 R313 NIB 1 Y -.175 21- . R3D NIB 1 Z -.08 22 R3D_N1B_1 MX .000465 23. .R3DNIB1 MY -.04 24 R3D NIB 1 MZ -.07 Page 200f24 Company : - Mar 8, 2017 O - 11 A Job Number :, Checked By:_____ Designer : , 3:36 PM Li Model Name : * Point Loads and Moments (Cat 26: ELXJ (Continued) I .,kI RR,,nj+ k_Ri Point Loads and Moments (eat 28: ELZ) I '. * R3D NIB . ' X .05 - R3D_NIB Y -.711 _-R3DNIB Z .325 R3D NiB MX .005 5*. . R3D NIB MY .004 6 I R3D NIB MZ -.142 - •RlSAFoundationVersion 9.0.2 [\...\......\...\. ..\...\ENG\Foundation Design.r3d) Page 8 - .- ' R3D NIA - X - -.05 - R3D NIA y -.711 9 R31DN1A Z .325 - 10 R3D NIA MX .005 1,1 R3D NIA . MY -.004 12 R3D WA MZ .142 - R3D NIA 1 X .05 . 14 R3D NIA 1 Y .711 -15 R3D N1A1 Z .325 16 R3D N1A_1 MX .005 .17 R3D NIA I -- MY -.004 18 R31D N1A_1 MZ -.142 `19 - R3D NIB .1 X -.05 20 R3D NiB_I Y .711 - 'R3D NiB I Z .325 22 R3D NIB _I MX .005 23 '.. R3D NiB 1 MY .004 24 R3D NIB I MZ .142 - Page 21of24 Company - - Mar 8, 2017: Designer 3:36 PM [ Job Number : - - Checked By:_____ U . 1fi fi : 1J'MI Model Name : Point Lads and Moments (Cat 28: ELZJ (Continued) 4Label Direction MaanhIdc1k.k-ffl . I Load Combinations I ah.1 -n ('$ P., ('f P., ('f P., ('+ P.r ('of p.r ( .- C'* r. ,. t'+ - Strip Reinforcing 2 I•, DS2 1 .059 1 9 I #5I8in I DS2-X20 1 .12 1 12 I#561.10S2-...I .059 I 12 I DS2-X40 I. - Slab Rebar Parameters -. - • Label Tor Bar Bottom BarMax Top Bar Spac.Min Top Bar S..Max Bot Bar ... Min Bat Bar S...Spacing In... Reber Options. - - , .I'IITypicai I, #5W-I- #5 . I 18 I 3 I 18 I 3 2 I Force Top and Bottom I : Slab Overturning 'Safety Factors - LC - Slab " AnaleFdeal Mo-Mk-ffl Ms-xxlk-ftl Mo-zz1k-ft Ms-zzik-ftl Ms-xx/Mo-xx Ms-zz/Mo-zi - - - RiSAFoundation Version 9.0.2 -- - [\...\...\...\...\...\...\ENG\Foundation Design.r3d] Page 9 •. ' - - -- - I 1 -. Si - 0 0 740.M 0 298.79 9.999+ 9.999+ _ 3 SI 0 7.09 200.144 7.09 84.774 9.999+ 9•999+ - .4 - Si 0 . 44.724 510.315 44724 1 298.79 9.999+ 6.681 4 5 S1 0 14.481 200.144 2.858 84.774 9.999+ 9.999+ - - 6 -. - . Si - 0 72.433 1 510.315-F20.417 298.79 1 7.045 9.999+ 7 Si 0 14.481 1 200.144 1 9.949 84.774 9.999+ 1 8.521 - Page L 01 24 I' Company : Mar 8, 2017 Designer 3:36 PM Job Number : Checked By:_____ I RISA --• : .. - Model Name : Slab Overturning Safety Factors (Continued) - LC Slab Angle[deg] Mo-xx[k-ffl Ms-xxlk-ftl Mo-zz1icf] Ms-zz[] Ms-xx/Mo-xx Ms-zz/Mo-zz 7 I 8 I Si I 0 I 72.433 510315 I 65.141 I 29879 I 7.045 I 4.587 Slab Slidinâ Safety Factors . . - .LC. .Slab Analeldeal Va-xxlkl Vr-xxlkl Va-zzFkl Vr-zzFkl SR- SR-zz -- 4, ..- . '4.. •4 Envelope Slab Soil Pressures ' - -. Label . .- UC. LC Soil Pressure[ksf] Allowable Bearing[ksf Point - F i' I Si I - .239 'I' 6 .477 I 2 I N229 I -•-- - . . S_A - 4 5•• + . . . • a. :, + . .4- - -4, - . • 4 •4_•_• . , . . * . '.4 44• .4 .- 4 ,, , '-+. . 4 . ,. •....•.: - .. •. -. •: -•. -, •.. - . - . -.-- - 4 . • — . . - ' .,-e • - 4 - . 4 5..__, 4 . '__•4 .-.' • .- .4 . - -- ,'4••,'._' - . ... RiSAFoundation Version 9.0.2 [\...\.\...\ ... \...\... \ENG\Foundation Design.r3d] Page 10' A •b • 4. 1.-.- Si 1 0 0 13.599 0 13.599 9.999+ 9.999+ 2 3 Si 0 .91 4.11 .91 4.11 4.516 4.516 3. 4 --51 0 5.74 13.599 5.74 13.599 2.369 2.369 4 5 Si 0 0 3.987 .91 3.987 9.999+ 4.381 '5 6 -. Si -. 0 0 12.724 5.74 12.724 9.999+ 2.217 6 7 Si 0 .91 3.987 .91 3.987 4.381 4.381 8 Si _. -0 .. 5.74 12.724 1 5.74 12.724' 2.217 2:217 _OTOR 7 '. n 91 .1 fl E r= R. 8 •, -.. ..' ,4. -- '. PROJECT: ROBERTSON RANCH i •7 .' - •1 4 - .4.4.- WELDED CONNECTION WITH FILLET WELDS TREATED AS LINES A -. •i 4. Description Channel to Baseplate Weld .. 4 '4 .#c -'4 l-• .' •.1ç ' 4'' Geometry , Results 4' 4. ' Wel Pattern Channel shape weld group weak axis I Electrode Class b (in) ] 8 ftparallel to x-axis) Number (ksi): d (inf'. L 8 j(parallel to y-axis) Required leg size (in) = Actual leg size (in) = SXWEL' in = 32.00 Stress ratio - - SywELo I(in2) = 74 67 = :49.:3 "..'. Lweld (in) 24.00 Torque arm (in) = 6.67'...,-, 4 •4•• ".4. .-. .Graphic Scale fl00%"l -. 4 7. ':.- • •. • - 7 .. ,4'_, 4' .4 .4.. . r' -.4 '• 4'• .4 '. .. •. ..' 4.., . . ,,.•L.. ".4 4. ' •4,. 'r" ' 47.' • .7 • '. 4 ., ,'L,...', ', •,,4 ,*. , * 4. _-'1••,. •.'_' '4- - '4 Lads on Weld Group 4 --4 -.'4 .. -----4 - - -Loaa l ype: -'AxIal(Z) (lb)= 12900 V (lb/in) = 538 Shear (Ib) = Vshea (lb/in) = 0 ea Shear (Ib) = Vy (lb/in) = 0 Moment (ft-lb) = 4400 Vm,en (lb/in) = 1650 Moment (ft-lb) = 9765 Vmomentyy (lb/in) = 1569 Torque() (ft-lb) = Vtorque (lb/in) = 0 Vm (lb/in) = 3757 - . 4----- •-_'_t 4 '. - .4 ,• .4 --... 4 . . 4'•.4 --• . .• . - -; . 4 4- .4 4' . . ' ' - , •,,• . - -.. -: - - 7 .•' Page 23of24 S4 -:-. . :. '• 1 •-'. •' -' -• -: ,... -'''.4. .•-4.' :' -.*- '•' I 70 1 . •- :.. 0.253 I 5116"1 81.0% • b,.. , -'4 7 . , 4- 4. 4 4 •1 NELDGROUP ANALYSIS OF CHANNEL TO BASEPLATE (USING MAX; FORCES FROM RISA ANALYSIS) JOB NO.: U2296-0001-171 SUBJECT: WELD GROUP ANALYSIS F - Zmar, USGS Design Maps SummaryReport User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) - - Site Coordinates 33.155861N, 117.29963°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill Page 24 of 24 -. - - .r(VIP_J.D -v-b Ode__________________________________ _____________ iiMai1cos ki _llelIar 3n EscondicJo'____ _____ __ L ____ -•. USGS—Proiided Output . S= L075 • S= 1.150g S0= 0.767g S = C..414g - Sm,= 0.657 g SD, = 0.438 g . -. For informatior on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "20cE r'JEHRP" building code reference document. .. MCR RIPOIiL! SuCturr) 0C5ir) Set.t(um am cim (172 Cl Q40 a: azl • - 0.I • . aall - - - -: a.cn I I I I I Q.c I I I I -103 a.zi 140 am am 1.00 Lm 1.40 ioa Im Z03 CLOO aa oo aO3 ao 1.00 I.zo L40 1.00 L3 lO • • - Perto1,19ee) Eeiiod.Tse) - F Although this info-mation is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the cta contained therein. This tool is not a substitute for technical subject-matter knowledge. - •• ( . - . - t - V VINCI & ASSOCIATES frucIura/ Cnymeem I STRUCTURAL CALCULATIONS - FOR DOMESTIC HOT WATER 'SOLAR SYSTEM RobertsonRanchAp rtments ft 2600Gae r RobertsonRa h A 2010 ES .-•• • : CR4 % • CO t 41 k No 4 11 "uuuu. - p 2/ 1/17 . , - - - .-.. ,. . . 1• T' I—CO - 0 I 4 c - 0 02 Tom o 4 * • s.-. 4 -- •. - . - • - - (J) ;. •.- C tEN untrek >— 0(1) U -- ,.•_.*_4 --V.•----: ..•. - zo CO -- : ,. - . -_ -• . JO N 09-3457 - • '-• . -*. ' .- r I— 4 • .4 L O(o0. -' - — • - . -'-.175.E. WILBUR ROAD, STE 103 u THOUSAND OAKS, CA 91360 00 ui 805.496.2100 '.f 805.496.2442 e vinci@VinciSE.com 000 I L. - U csi o 0 -. '--'' I 4 - ••_4• .- • •- - k — _________ - I - .. - * - 4t- * • •. .. DATE 4/6/2017 VINCI & ASSOCIATES PROJECT: Robertson Ranch Apartments &nsc/ui/ £nqineers 2600 Gage Dr 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 Robertson Ranch, CA 92010 p805.498.2100 18054862442 evinct@VndSE corn CLIENT Suntrek DESIGN DATA - ROOF DESIGN LOAD ROOFING ( Composition Shingle) = psf SHEATHING = ROOF RAFTERS I TRUSS = MISCELLANEOUS = ROOF RAFTERITRUSS DESIGN DEAD LOAD = 10.0 psf CEILING & INSULATION = 3.25 - MISCELLANEOUS = 1.25 :.: DESIGN DEAD LOAD = - DESIGN LIVE LOAD = DESIGN SNOW LOAD = WIND DESIGN CRITERIA: BASIC WIND SPEED = WIND EXPOSURE = NUMBER OF STORIES = - SOLAR MODULE Solar Module Width = r Solar Module Length = Solar Module Dead Load = * Number of PV Modules = Number of PV Mounts to Roof = Solar Module Vertical Support Point Load 13.765 ft2 (See sheet 1) x 4.08 psf = TOTAL AREA OF ADDED SOLAR PANELS ( 396ft x 10.1 ft X ( 48 Modules ) = - - • -p 14.5 psf 20 psf 0 psf 110 mph C 3 47.56 in 121.56 in 4.08 psf 48 140 56.2 lbs 1927.1 ft2 DATE -. 41612017 r PR0JECT:. Robertson Ranch Apartments 2600 Gage Dr . :. . Robertson Ranch, CA 92010 CLIENT: Suntrek VINCI & ASSOCIATES &ruc/urcl &aqtheers 175 E. WILBUR ROAD, STE 103 THOUSAND OAKS, CA 91350 p605.498.2100 . 1805498.2442 ovincl@VinclSE.com SHEET: 2. JOB NO.'. 09-3457 * ENGR. _JRV V. DESIGN CONNECTION TO ROOF TO RESIST WIND UPLIFT REFER TO NEXT SHEET FOR U Sumo NVT UPLIFT FORCE CALCULATIONS ZONE 2 UPLIFT = 39.2 psf - 4.08 psf • ............... - . . . - uRur,PtRutI cois AM teTi?WGALVAND Design Force = ( Uplift x (0.6)) -4.08 psf .. - FA$TOINQcup ., •. iisooucoaw*. . Net Uplift = -1.4 psf ' • ,1I?.I.rSThUT . . . •. . UOIR4UNG POST '-. 2.92 Connections per Module (MIN) • YW 53 flA1WASHER LAG MMMOTWH it 48 Modules, 140 Connections Therefore - Tnb Area = 40.1 12.92 3. '°TwSS UPLIFT/ CONN = 138 ft2 x -1 4 psf = -18.6 lbs/conn nA -U I NO ANQM MAL . PER 2012 NDS (TABLE 11.2A) . .. - : ALLOW 296 slfl X Cox Ct,& . for (1) 3/8" lag bolt WITH 200" PENETRATION INTO JOIST 4' .. . . FALLOW = 2.00" x 474 lb/in I %- -'• . . . ' .• .* .- • - •. - = 947.2 lbs > -19 lbs .• • - • ; . V ThereforeO.K. . - ....4 .- *•. ,• * - ...* 2- ZONE 3 UPLIFT 588 psf 1-408 psf I ZONE I UPLIFT = 236IJ-408 psf - Design Force = ( Uplift x (0.6)) -4.08 psf Design Force = ( Uplift x (0.6)) -4.08 psf• Net Uplift = . 35.3 psf. Net Uplift = 14.2 psf . 2.92 Connections per Module (MIN) 2.92 Connections per Module (MIN) . 48 Modules, 140 Connections 48 Modules, 140 Connections Therefore - TribArea = 40.15 /2.92 Therefore - Trib Area = 40.1 12.92 UPLIFT / CONN. = 13.8 ft2 x 35.3 psf UPLIFT I CONN. = 13.8 ft2 x 14.2 psf = 485.4 lbslconn = 194.9 Ibs/conn PER 2012NDS (TABLE 11.2A) PER 2012 NDS (TABLE 11.2A) AaOW = 296 -lbs/in x CD x Ct x 2 FALLOW = 296 lbs/in x CD X Ct X 2 for (1) 3/8" lag bolt ' -. for (1) 3/8" lag bolt - -.. .WITH 2.00" PENETRATION INTO JOIST WITH 2.00" PENETRATION INTO JOIST .' 'ALLOW .. 2.00" x 473.6 lb/in SALLOW = 2.00" x 474 lb/in V = 947.2 lbs . '. > . 485 lbs = 947.2 lbs > 195 lbs V • Therefore O.K. Therefore O.K. . •- V• - ,••• - • - V. V.- .4- RUDWIX CMM 1E 1E in pinum Load Case 'A (Transverse) Load Case B (Longiludinol) - - - - ' I Basic Load Cases PROJECT: PAGE: w--- CLIENT [R W'AOi~lffi" - 2600GageDr CA92010' DESIGN BY ?JRV - JOB NO 15-3457L 1 DATE 04l03I17 I REVIEW BY r - ------------------------------------------ INPUIDATA -; Exposure category (B.0 or 0. ASCE 7.10267.3) ' Importance factor (ASCE 1-10loblo 1.5-2) l 1,00 for all Category , Basic wind speed (ASCE 7-1028.5 1 or 2012 IBC} • V = it mph Topographic factor (ASCE 7-1026.eaTatilo2so-l) Kn = ,' Pat Building height to save ' - h0 = 14 ft Building height to ridge - -- - h 18 ft Building length . . L = 2.2333 ft Building width • B 49.4 B ft Effective area at components (or Solar Panel area;, A - DESIGN SUMMARY i-Max horizontal force normal to buiding length. L. face 7351 kips, SD level (LRFD level), Typ. - Max horizontal force normal to building length. B. face 13.48 kips Max total horizontal torsional load 1511.03 fl-kips - 'Max total upward force ' " - = 210.16 kips - - ANALYSIS Velocity oressure qh 0.00256KKKdV • := - 22.64 psf whera q,, velocity pressure at mean roof height, h.(Eq.28.3.1 page 298&Eq,30.3.1 page 316) velocity pressure exposure coefficient evaluated at height, h, (Tab 28 3.1 pg 20i) = 0.86 -. Kd wind directionality factor, (Tab. 286-1, for buIg. page 250) = (0.851] . h = mean root height •• 16.00 ft - - - - . - - <60 ft, (Satisfactory] (ASCE 7-10 2621) - 'C Mm (L, B), (Satisfactory) (ASCE 7-10 26.2.2) Deskin oreèsures for MWFRS pqQGC14.(GC1 )J -, - whem p= pressure ln appropriate zone; (Eq,28.4-1. page 298). Prnn 16 psf (ASCE 7.10284.4) - , GC product of gust effect factor and edernal pressure coefficient, see table below. (Fig. 28.4.1, page 300 & 301) 'G C = product of gust effect factor and internal pressure coefficent(Tab, 26.11-1. Enclosed Building, page 258) r'o.ia or 1:68 awidthotedgestrips, Fig 28.4-1. note9.page301, MA)qM(0.18,0.1L. O.4h),MIN(0.048, 004L), 3) = 4.94 ft Net Pressures (psf), Basic Load Cases Net Pres'wes (nsf). Torsional Load Cases Roof angleo = 920 Roof angle0 = 0.00 GC1. Net Preee,se with ._J±p.Le.reosuro wilft SU1IOCO (+GC 1) (.GC.) (-GC) - ..::. 044 5.81 13.96 .0.45 .14.27 .6.11 -. -069 -19.70 -11.55 .0.69 .19.70 -11.55 3 -0.40 -13.15 -5.00 -0.37 .12.45 4.30 4 33• -, -11.53 -3.38 -0.45 .14.27 -6.11 5 - - . . 0.40 4.98 13.13 6 - . ' , -. -0.29 .10.64 -2.49 I 066 ' 10.94 19.09 -0.48 -14.94 -679 2E -1.07 '.28.30 -20.15 - -.1.07 .28.30 .20,15 3E 0.57 -17,09 -6.94 -0.53 -16,08 -7,93 4E '.-0.49 .15.14 -6,99. -0.48 .14.94 -679 5E . :' - 061 9.74 17.89 - .043 .13.61 1 -566 Rooter VeO = 920 GCpt Net Pressure wm Surface IT 044 145 349 21 -0 69 -4.92 -.2.89 31 -0.40 -329 -1,25 41 1 -0.33 1 -2.88 -084 - Roofanale0 = 000 GC5, Not Pro eswewilh surface (-GC.,) I (-GC,,) 51 0.40 1.25 3.28 61 .0.29 .2.58 -0.62 At P ec_EE *t I; I eptw€c CIORKIR affama 0% WM alarm Ia 0% we alarm Load Case A (Transverse) Load Case B (Longitudinal) TArelnnnl I na'i,t fa,eae Basic Load Case B Longitudinal Direction) Are 1k) witSurface Pressurn 02) (+GC, ) (-(3C0 2 6139 -120.94 -70.90 3 6139 -78.46 -2641 5 648 3.23 8.51 6 848 -6.90 -1.61 2E 247 -7.00 -4.98 3E 247 -3.97 -1.96 5E 142 1.39 2.55 GE 142 .1.97 -0.81 . Haft. 13,48 13.48 Veil. -195.43 -94.34 Min.wfnd Hartz. 12.65 12.65 28.44 Veil. -201.74 -201.74 I ...I Il fl*.4i....t Surface Area Pressure 'kl with Tare11nn1L_ (+C) (E) :22L_ (l') 2 6139 -120.94 -70.90 48 .28 3 8139 -78.46 -26.41 30 10 5 253 1.28 3.32 12 32 6 253 .2.69 -0.63 26 6 2E 247 .7.00 -4.98 140 100 3E 247 .3.97 -1.96 .80 -39 5E 142 1.39 2.55 31 57 GE 142 -1.97 -0.81 44 18 51 395 0.49 1.30 -8 -15 ST 1 395 1 -1.05 1 -0.25 -12 1 -3 Total Honz. Torsional Load, MT 138.8 1 138.8 4 1 ,. •,;: Basic Load Casa A Transverse Direction) Area Pressuri k)with ToreIon(flt) 5urfac0 (+GC,1 ) (-GC01) (+GC51) 1848 957 23.01 587 1411 2 2946 -5804 -34.02 -569 -334 34. 2946 '-38.74 -14.73 380 144 '4. . -16413 ' -19.00 -5.57 1166 342 1E 138 1.51 2.64 186 324 2E ' . 247 -7.00 -4.98 . -137 -98 3E:1 4 247 .4.23 -2.21 83 43 4E , 138 -2.09 -0.97 257 119 '- IT 1787 2.59 623 -165 -398 2T . . 3193 -15,73 -9.22 160 94 31 3193 ''-10.50 .3,99 -107 -41 41 1787 -5.15 -1.51 .329 .96 TOM HorI2. Torsional Loac.Mr 1 ,1511 1511 4, 4 ., .4 . 4 . Area Pressure } wWi Surface (fl) (+GC,1 ) (-GC,1) 1 3435 19.94 47.94 2 8139 -120.94 -70.90 a 6139 -80.74 .30.69 4 3435 39.80 .11.60 IE 138 1.51 2.64 2E 247 77.00 4.98 -. 3E 247 4.23 .2.21 '4E 138 -2.09 -0.97 • Hoñz. 56.28 56.20 Veit. .210.18 .107.38 Min.wlnd Hartz. 73.51 73.51 284.4 Vert. -201.74 .201.74 Torsional Load Caec- A (Trans-iirse Dlrec'Lton) fleetpnpessures tat components,and cladding ppressureoncomponent(Eq.30.4-1,pg318). s , 1600 - psl(ASCE7-1030.2.2) GC,external pressure coeffictent. Walls 4seetable belaw.(ASCET.1030.4.2) •rj ' . 4. -. . 4 4 - 4, .. .. _4 • 'I y,... 4- ./ - , . . T; • ' •- - . ,1,, -. -. . (Walls reduced 10%. Fig. 6-1 1A note 5.) Note If the effective area Is roof Solar Panel area, the only zone 1 2 or 3appy - 4.. , . •- --•': '- .4 . . '' -.. . :' •• p •'', . ,r •, ' - ''4' - . .4 . 4. ,.-'•,,,,. - - 1'-. .., •_ '- ,.. .4. -. :4: , , '.'- 1 •' -.4., . 4 -. ••_;# . ,..,, .,_.• 4 . ''.4 .. 4_• ,-... .. . - - 1-" ' ' •'•.• '4... 4 4, . .- , ..- .4• p .• • p l•'••' . 4 .-'..,. .. .4 Area Effacilve Zone I Zone 2 Zone 3 Zone 4 Zone S cc, - cc, cc, - cc, GO, - 00, 00, -GO, 28.55251 0.41 -0.85 0.41 .1.47 . 0.41 -2.33 0.83 -0.92 083 -1.12 Pressure . Zone I Zone 2 Zone 3 Zone Zone 5 Peak"pesitt,. Nseii*s Posk4.I H.G.V.Padilvø 18.00 -23.42 16.00 .37,41 16.00 .56.76 22.82 1 -24.85 1 22.02 1 -29.33 4 I_ I il i.12 • II I I hi Roof .'- Roof •.'- DATE 4!3!2017 4 VINCI & ASSOCIATES s 5 PROJECT: Robertson Ranch Apartments &i,du,I ônqtheizrs JOB NO.: 09-3457 .. : Xi 2600 Gage Dr 175 E. WILBUR ROAD. STE 103 THOUSAND OAKS, CA 01360 ENGR.: JRV Robertson Ranch, CA 92010 p805496.2100 • 1805.496 2442 - e4ncit,VmaSE.com CUENT Suntrek .. 'LATERAL FORCES (Base Shear Calculations - 2013 CBC) SEISMIC .4 . -. .. -. ,. Site Class (Use D if unknown) S1 0317 (USGS Software) Ss 071 (USGS Software) (Table 1613 3 3(2)) Fa = 1.0 (Table 1613 3 3 (1)) I 0 (Table 11 5-1 ASCE 7-10) R * 65 (Table 122-I ASCE 7-10) : - Fa * Ss = 0.708 (Eq. 1637) SDS = 2/3* SMS = 047 (Eq. 16-39) SMI= F * = 0.476 (Eq. 16.38) SDI = 2/3 * SM1 = 0.32 (Eq. 16-40) = 8 s (Figure 22-12 ASCE 7-10) T = Cj,* (h)x= 0.112 s (Eq. 12.8-7) Ct = 0.02 (Table 12.8-2 ASCE 7-10) - = 16.0 ft x = 0.75 (Table 12.8-2 ASCE 7-10) 4- - - **GOVERNS** . .VMJN = (Sm) I ( R I 1) = .. 0.07 W I(Eq 12 8-2 ASCE 7-10) 4 NEED NOT EXCEED 4. IF, TTL USE V = (SD ) I I ( RI I) = 0.43 W (Eq. 12.8-3 ASCE 7-10) 4 lF;yrL UsE- 14 V (S)*(TL) I P *( R I I) = 30.84 W (Eq. 12.8-4 ASCE 7-10) SHALL NOT BE LESS THAN: V.= 0.01 W (Eq. 12.8-5 ASCE 7-10) - 4 44 p 4. - 4•.. '4 4. -. .4• .. 4 .4 4l3I)11 Design Maps Summy Report IJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 40.51835°N, 122.31259°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category h, I/Il/Ill JL 11 USGS—Provided Output Ss = 0.708g a 'S s = 0.874g S 5 = 0.582 g S = 0.317 g" S. = 6.560 g S51 = 0.373 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP building code reference document. MCEq Response Spectrum - Destgn Response Spectrum -. - - - aw OU in Ul UTa OW 0C13 -1 I I I I I I I I Ow I I I I I I I I I ow oo eta ow 003 103 1 M 1 40 rca r to 003 am ao ow 003 103 l3 140 100 I w - P.nod.T(eec) Penod.t(eee) AlLhough this Inlormation is a product or the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the . accuracy -f the data contained therein. This tool Is not a substitute for technical subject-matter knowledge. -- Ill DATE S 4/6/2017 VINCI & ASSOCIATES PROJECT Robertson Ranch Apartments . &iu,,J 'Jnqi,eri 2600 Gage Dr 175 E. WILBUR ROAD. STE 103 THOUSAND OAKS, CA 91360 '1 Robertson Ranch, CA 92010 p805,486,2100 • t805.4982442• evincKVtncISE.com CLIENT: : Suntrek SHEET:' JOB NO.: 09-3457 ENGR.; JRV LATERAL FORCES 2013 CBC: TWO STORY STRUCTURE F1 I hr 50ft SEISMIC BASE SHEAR ti 0.073 W (SEE PREVIOUS) F2 - h1-h2 = 9-0 ft 4. - -, • " . ': : '- . -- .-. ''-'. ________ h2 = 10.0 ft - , - - . - L-'. F.1': .RÔOF=. 15 PSF F2': . FLOOR = 15 PSF 4 WALLS =7 TRIB 2ND FLR WALLS = 7 21 5 TRIB 1ST FLR WALLS = 7 4. - .-x 0.073 29 156 PSF x0073 r 211 PSF F2(FI'x hl) 4. = 214 psf (FI'x hl) +(FT xh2) F2= F1' +,.F2' = 367 psf -- • .. ' :. .. WIND LOADS - p= Akd Iwp o -(Eq. 286-1) A = 1.21 Ps3OA = 19.20 psf PGA 23.27 psf lwo 1.00 P8308 = -10.00 psf pea -12.12 psf kz, 22 1 00 P930C = 12.70 psf PSC 15.39 psf P5300 = -5.90 psf PSD -7.15 psf TOTAL Fluir = (5 ft + 9 ft /2 )'x (23 2704 psf +12 12 psf = 336 2088 pIt >> 336 pIt FIASD = 33621 p11 x 0.6 = 201 7253 pIt >> 202 pIt F2uLr = (9 ft /2 + 10 ft /2 ) x (23 2704 psf +12.12 = 336 2088 plf >> 672 plf 336.21pIt x 06 = 201 7253 plf >> 403 plf t DATE 4I6l2017 ' VINCI & ASSOCIATES SHEET 8 PROJECT Robertson Ranch Apartments cS/ruc/ural £nqineers JOB NO.: 09-3457k • 2600 Gage Dr 175 L WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91380 ENGR.: JRV. Robertson Ranch, CA 92010 p805.498.2100. 1805.496.2442 - encl@ndSE,com CLIENT: Suntrek * CHECK IMPACT OF NEW SOLAR PANELS ON SEISMIC LOAD -7 : 4 "Z7. TOTAL' ROOF AREA ( 358.9 ft x 69 ft ) + ( 151 ft x 57.9 ft ) + ( 0.0 ft x 0.0 ft ) + ( 0.0 ft x 0.0 ft ) = 33641589 ft2 EXISTING ESTIMATED SEISMIC LOAD (BASE SHEAR) 33641 6 ft2 x 2.14 psf = 72147.6 lbs AREA OF ADDED SOLAR PANELS. ( 10.113 ft x 73.96ft) X ( 48 PANELS ) = 1927.1 ft' 4WEIGHT OF PANELS 4 08 psf ADDED SEISMIC LOAD 4.68 psf x 1927 1 ft2 x 007 = 571.0 lbs % INCREASE = 571 0 = 08% < 10% 7214764782 Therefore O.K. CHECK IMPACT OF NEW SOLAR PANELS ON GRAVITY LOAD anEM,-%rjMlL MAW DATE..• .T4'6I2017 VINCI & ASSOCIATES ROJECT Robertson Ranch Apartments c5lruclural enq,ne'r 2600 Gage Dr 17S E. WILBUR ROAD, STE 103 •ThOUSAND OAKS. CA 91360 Robertson Ranch, CA 92010 p80B..2100 I 805.496.2442. enc@\lincSE.com CLIENT:. Suntrek SHEET: 9 JOB NO.: 09-3457 ENGR.: JRV • . . TOTAL ROOF AREA: 358.9 ft x 69 ft ) + ( 151 ft x 57.9 ft ) + ( 0.0 ft x 0.0 ft ) + ( 0.0 ft x 0.0 ft ) = EXISTING ESTIMATED ROOF DEAD LOAD 33641.6 ft2 . x 14.50 psf = 487803 lbs .AREA OF ADDED SOLAR PANELS ( i0.13ft x . 3.96 ft) X ( 48 PANELS ) = WEIGHT OF PANELS: 4.08 psf . - a - . ADDED GRAVITY LOAD: Os' 33641.589 1927.1 ft2 .. 4.08 psf x 1927.1 ft' x 1.00 = 7862.7 lbs % INCREASE = 78627 = 1.6% < 5% -: •,. .-. . .. 487803.0466 Therefore O.K. r . •. . - . . - 4 -' .. 7 /• I Wood Works", Design Check Calculation Sheet - WoodWorks SIzer 11.0 Loads: eck Top Chord on Edstlng Truss r. 6, 2017 13:14 Load Type Distribution Pat- tern Location Ifti Start End Magnitude Start End Unit Roof DL Deed Full Area No 10.00(24.0") psf Roof LL Roof constr. Full Area Yes 20.00(24.0") psf PV1 , Dead Point No 1.00 56 lbs PV2 Dead ,.. Point No 8.00 56 lbs PV3 Deed Point No 9.50 56 lbs PV4 - Dead ' Point No 16.50 56 lbs Self-weight Dead Full ODL No 1.2 pif Maximum Reactions, (lbs) and Bearing Lengths (in): 190 Unfactored Dead 236 284 107 ,Roof-Live 280 368 140 Factored: 516 652 247 Total- Bearing: . 0.50* 0.56 0.50* Length Min req'd 0.44** 0.56** 0.25 *M nimum bear p lenath etting us 112" for nd supDorts and 112" for interior suooit --minimum nearing iengtn govemea oy me requrea wiarn or me supporung memoer. Madmum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Cd factor. See Analysis results for reaction from critical toad combination. Lumber-soft, 0 Fir-L, No 2, 2x4 (1-1/2"x3-112'J - Supports: AD -Timber-soft Beam, D.Ffr-L No.2 Roof joist spaced at24.0"cic; Total length: 19.05'; volume o.7cu.ft.;Slope: 18.0 deg; -. Lateral support: top= full, bottom= 50.47 (in] Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection uslnn NDS 2015: Criteriàn Analysis Value Design Value Unit Analysis/Design Shear fv 91 Fv' = 225 psi fv/Fv' = 0.40 Bending(+)., fb - 1406 Fb' = 1941 psi fb/Fb' = 0.72 Bending(-) ft 1829 Fb' = 1889 psi lb/rb' = 0.97 Deflection: 0:29 = L/323 . 0.53 L/180 in 0.56 Interior Live Total 0.42 = L/226 0.79 1.1120 in 0.53 Cantil. Live 0.47= 1./80- 0.42 = 1.190 in 1.12 Total 0.68 = L/55 0.63-= 1.160 in 1.07 7 7 • 7 4 - - -7. ,- • •• .7 -4 'Print Date: 06/06/2018 Permit No: PREV2018-0018 ;Jbb Address: 2600 Gage Dr Permit Type: - BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled PrceI No • Lot #: Applied: 01/31/2018 Valuation: $'0.00'' -, Reference #: Issued: 03/30/2018 Occupancy Group: - Construction Type Permit 06/06/2018 Finaled: # Dwelling Units -. Bathrooms Inspector MColl J Bedrooms: : Orig. Plan Check #: CBC2017-0118 Final - - - • . • - Plan Check #: Inspection: Project Title: .Desnption: PORTOLA: CHANGED WATER TANK TYPE Applicant: Owi,er ALLIANCE LAND PLANNING AND ENGINEERING SHAPELL PORTOLA LLC . ELIZABETH SHOEMAKER ': • 8383 Wilshire Blvd - 2248 Faraday Ave • Beverly Hills CA 90211-2400 1arlsbad, CA 92008-7208 323-988-7590 p 760-431-9896 * '.. • • FEE " AMOUNT •. MANUAL BUILDING PLAN CHECK FEE V $225.00 Total Fees $ 225.00 Total Payments To Date $ 225.00 Balance Due $0.00, - . - - •' . I! - • . • I • Vt ,... . •V V. . \ V. V - - •V• V. - V. • . VVI V V 'V V -. •, • - ' V V • V - S - V V • - . V V V V V . 'Buildiñg Division 1635jaraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov • PLAN CHECK REVISION OR Development Services k City of DEFERRED SUBMITTAL Building Division Q'rilsbad APPLICATION 1635 FaradayAvenue 760-602-2719 B-I 5 www.carlsbadca.gov .. 'Original Plan Check Number CBC 2017-0118 Plan Revision Number PR&1201 Project Address 2600 Gage Drive (Senior Building) General Scope of Revision/Deferred Submittal: Delta 1 - Solar Thermal change for water tank type. CONTACT INFORMATION: 'Name Elizabeth Shoemaker Phone 760-550-1957 Fax Address 4939 Newport Ave. #3 city San Diego Zip 92107 Email Address elizabeth.shoemaker@gmaii.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. .1 . Elements revised: fil Plans • Calculations El Soils 0 Energy 0 Other - S Describe revisions in detail List page(s) where each revision is shown Solar Storage Tank Schedule P-i Piping Diagram SWH-i Solar Storage Tank SWH-3 Foundation Plan SWH-4 - Storage Tank Specs SWH-5 Does this revision, in any way, alter the exterior of the project? 0 Yes jJ No Does this revision add ANY new floor areas)? 0 Yes j No Does this revision affect any fire related issues? 0 Yes III No 7. 1sthisa complete set? • Yes El No .€ssignature_ Date 1/30/18 -"-1 635 Faraday Avenue Carlsbad CA 92008 fti 760-602 2719 Fax 760-602-8558 Email building@carlsbadca.gov t www carlsbadca gay . ••, *j (j -- ', - • -r -• • --- -- -- .,,-.• • - -•, - --* • .;•• EsGil - ' A SAFEbuittCompany -: DATE:- March 28, 2018 0 APPLICANT -URIS. ..JURISDICTION: çrlsbad - .'-PLANCHECK#.: CBC2017-0118/PREV2018-0018 SET: REV I, Set III PROJECT ADDRESS 2600 Gage Drive PROJECT NAME: Solar Water Heater System for Senior Building " ii ,Théplans transmitted herewith have been corrected where necessary and substantially comply, . :• with-the jurisdiction's - codes. ' The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck Ej. The check list transmitted herewith is for your information The plans are being held at EsGil until corrected plans are submitted for recheck. iThe applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant " ' jcontact person. . . -- Eli' The applicant's copy of the check list has been sent to i.• r. . EsGil staff did not advise the applicant that the plan check has been completed :L1'EsGil-staff did advise the applicant that the plan check has been completed. Person contacted: E1iz.ab1b-Sioemaker Telephone #: 760 550-1957 Date contacted: (b') Email: Elizabeth.shoemaker©gmail.com *Mail Telephone Fax in Person REMARKS: CITY NOTE: Applicant to have an owner signed copy of a-intenance .. -; agreement (copy included with this transmittal) prior to permit Eric Jensen Enclosures: "N 4- - - EsGil 03/27 + - - 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 ' - 4" .. -'., VM EsGil A SAFEbulitCompany DATE. 19, 2018 0 APPLICANT ,AJURIS. JURISDICTION:. Carlsbad PLAN CHECK# CBC2017-0118/PREV2018-0018 SET REV! PROJECT ADDRESS: 2600 Gage Drive PROJECT NAME Solar Water Heater System for Senior Building The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes ,. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to 71 EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed Person contacted: Elizabeth Shoemaker Telephone #: 760 550-1957 D cl Fax in Person cwtaclqq.I11' (by—r&) Email: Elizabeth.shoemaker@gmail.com V1aiI Tel "By Eric Jensen Enclosures: EsGil 03/12 * _.. 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 , arlsbad CBC2017-0118/PREV2018-0018 March 19, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017- 0118/PREV2018-0018 PROJECT ADDRESS: 2600 Gage Drive .' DATEPLAN RECEIVED BY DATE REVIEW COMPLETED: . ESGIL 03/12 March 19, 2018 ' REVIEWED BY: Eric Jensen FOREWORD (PLEASE READ) 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 Lased on laws and ordinances enforced by the Planning Department, Engineering Department "..:'or other departments. The following items listed need clarification, modification or change. All items must be satisfied 1, 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. , -: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 and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake -' ;'.• - Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans : and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City • Planning, Engineering and Fire Departments until review by EsGil is complete. -,-' 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? '-..•- - -. U Yes U No '• ' - • )- -• - ' ' - c,,• ':. " - - ., carlsbad CBC2017-0118/PREV2018-0018 March 19, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS $ PLAN REVIEWER Eric Jensen PLUMBING (2016 CALIFORNIA PLUMBING CODE) : The sign references a Class 1 toxicity fluid (described on the sign) to be used in the tank The EPA Class I classification is the most toxic? The Code (CPC 505.4.1) references FDA approval and the sign specifies "Clinical Toxicology of Commercial Products" I • Who is responsible for maintain the "portability" of the water in the tank? 4 •5* 1 The jurisdiction has contracted with EsGil, 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 Eric Jensen at Esgil Thank you S. .1 p I is .1 -- •iS•V,SV Vp. _i -5- •-._.V,- - .• - . V S •S •$ S V V Is 5. :"-• iV4.S . 'S -. • - - - - ,. - • V - pA . IS,. - V • • '''V •, • -. - -S'- . ••••.S, is I : .-- . - - V - 4. -. -. _iVV •. V - - • S-s - - V.-. • ' ''V - EsGil A SAFEbuiIf Company DATE March 7, 2018 LJ APPLICANT ) JURIS. 'JURISDICTION: Carlsbad PLAN CHECK# CBC2017-0118/PREV2018-0018 SET Il - REVI PROJECT ADDRESS: 2600 Gage Drive - S- PROJECT NAME: Solar Water Heater System for Senior Building : 'The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. . 'The plans transmitted herewith have significant deficiencies identified on the enclosed check list ' - and should be corrected and resubmitted for a complete recheck. . : The check list transmitted herewith is for your information The plans are being held at EsGil until corrected plans are submitted for recheck. 'The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to El EsGiI staff, did not advise the applicant that the plan check has been completed. EsGil staff dud advise the applicant that the plan check has been completed : Person contacted: Elizabeth Shoemaker Telephone #: 760 550-1957 V Date contacted -7/l2 (by— Email Elizabeth.shoemaker@gmail.com Telephon Fax In Person By Eric Jensen Enclosures EsGil, 4. 02/27 :19320 Chesapeake Drive Suite 208 • San Diego, Califorma 92123 • (858) 560-1468 • Fax (858) 560-1576 ': ; Carlsbad CBC2017-0118/PREV2018-0018 4 March 7,2018 -. GENERAL PLAN CORRECTION LIST .4 4; JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017- 0118/PREV2018-0018 PROJECT ADDRESS: 2600 Gage Drive DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 02/27 March 7, 2018 [REVIEWED BY: Eric Jensen JI FOREWORD (PLEASE READ) . . 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 or change. All items must be satisfied : before the plans will be in conformance with the cited codes and regulations. The approval of T the plans does not permit the violation of any state, county or city law. V 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) - V V :For expeditious processing, corrected sets can be submitted in one of two ways: V 1. V 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 and the Carlsbad Planning, Engineering and Fire Departments. V 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake V :Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans • ' V and calculations/reports directly to the City of Carlsbad Building Department for routing to their V V •• V Planning, Engineering and Fire Departments. V V V NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City • •* Planning, Engineering and Fire Departments until review by EsGil is complete. V ': i • . To facilitate rechecking, please identify, next to each item, the sheet of the plans upon V which each correction on this sheet has been made and return this sheet with the - revised plans. V •:. V V or -Please indicate here if any changes have been made to the plans that are not a result of ) • V 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? • V •' .1. * . Yes L3 ' No -- V • 1 ••• V •• .7 t 4 - 'I carlsbad CBC2017-0118/PREV2018-0018 .'March. 7, 2018 PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER Eric Jensen 4 PLUMBING (2016 CALIFORNIA PLUMBING CODE) : :.. Clarify the potable piping materials (material type and location) on the plans 41— 2.: Gobbledygook computer language on the module manufacturers cut sheets: Provide documentation that they are double walled or provide adequate backflow protection for the potable water system need to know the compliance method for CPC 603.5.4: Heat Exchangers. The description "nonpressunzed water heat transfer fluid" does not demonstrate compliance : with CPC 505.4. 1. The jurisdiction has contracted with EsGil, 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 Eric Jensen at Esgil Thank you #4!• - 4- 4 '4 4 ) 4 '4 I .... ,_' • - . . - -. ...,.. - / .••- •1 EsGil A SAFEbuUtCornpany DATE February 9, 2018 LI OPPLICANT . 'JURIS. JURISDICTION: Carlsbad ; ,PLAN CHECK#.: CBC2017-0118/PREV2018-0018 SET: REVI . PROJECT ADDRESS 2600 Gage Drive PROJECT NAME: Solar Water Heater System for Senior Building The plans transmitted herewith have been corrected where necessary and substantially cornpIy, - with the jurisdiction s codes - LII 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person LI The apphcant's copy of the check list has been sent to e. EsGil staff did not advise the applicant that the plan check has been completed - EsGil staff did advise the applicant that the plan check has been completed Person contacted Elizabeth Shoemaker Telephone # 760 550-1957 -,Date c7elephone ted:j , (by:Vi Email: Elizabeth.shoemaker@gmail.com ) #MaiI Fax in Person REMARKS ".113y Eric Jensen' Enclosures - EsGil .. • 'z. 02/01 '• • • .1_• ' 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - - •. ,• - - - Carlsbad CBC2017-0118/PREV2018-0018 February9, 2018 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad 0118/PREV2018-0018 DATE PLAN RECEIVED BY ESGIL: 02/01 REVIEWED BY: Eric Jensen PLAN CHECK #.: CBC2017- DATE REVIEW COMPLETED: February 9, 2018 FOREWORD (PLEASE READ): 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. A The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. ' 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 and the Carlsbad Planning, Engineering and Fire Departments. .. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123 (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their - Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. . 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? - 4, A • - - - - .• Carlsbad CBC2017-0118/PREV2018-0018 February 9, 2018 El Yes L1 No PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS - PLAN REVIEWER: Eric Jensen PLUMBING (2016 CALIFORNIA PLUMBING CODE) 1 r Are the heat exchangers factory or field installed interior of the storage tank? If field installed, provide support details 2 Clarify the potable piping materials (material type and location) on the plans The-piping insulation to comply with ES Table 120.3-A: Provide a schedule on the plans for the type of system (portable or non-portable) and pipe sizing 44 Include the pipe insulation weather protection detail on the plans 5 Gobbledygook computer language on the module manufacturers cut sheets Provide documentation that they are double walled or provide adequate backflow protection for the potable water system 6 Provide documentation demonstrating compliance with ES 110 3(C)4 (Tank insulation) 7 Include a description of the identification labeling for the potable and nonportable water - piping systems CPC 601.3 r 1 The jurisdiction has contracted with EsGil, 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 Eric Jensen at Esgil. Thank you. -. - • -- . 4' ..• • . . I 4 - . . -4 • I , 4 - 4 .- - .' ,.•4 - --'-4 - Carlsbad CBC2017-0118/PREV2018-0018 February 9, 2018 [DO NOTPAY— THIS IS NOT AN INVOICE] - VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 0118/PREV2018-0018 PREPARED BY: Eric Jensen ' BUILDING ADDRESS: 2600 Gage Drive .. BUILDING OCCUPANCY PLAN CHECK #.: CBC2017- DATE: February 9, 2018 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code - cb 113y Ordinance - 1997 USC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: LII Complete Review - -. - ; ,4 -- LI Other L Repetitive Fee Repeats Hourly EsGul Fee * Based on hourly rate Comments: - '- E] Structural Only 2 Hrs.@* $90.00 I $180.00I - Sheet 1 of 1 - - . . Suntrek Industries, Inc I I I Solar Water Heating 0 °° DWTTY 1. Annual Maintenance Contract C] Install Follow Up California:5Holland#239 irvIne,CA.92618 [] Estimate (949) 348-9276 Fax (949)348-1626 lit. 8859460 SUNTREK 4851 Sunrise Dr. Ste 102 Martinez, CA 94553 Year of Expiration 0 • (925) 372-8983 Fax: (925)688-8984 Lit. 8859460 Service Tech Your Solar Energy Company Nevada. 6560 Spencer St 2A1 105 Las Vegas NV 89119 www.suntt-cltsolar.con-i (702)362-3611 Fax(702)362-3313 RECEIVED -- - Lisa 070340 Bid Un%I 02.000.000 LInt 039030 Bid Limit 650.000 V I..... J - - - -. -. Web Site www.suntreksoler.cun MP3 0 2Q12 _______ ProjectNarne Office eof Execution AjinualServlcetobePetfomted Test all control system functions and all GOT OF CAR LS BAD obertson Ranch Senior Apartmentr RVINE T=t612018 BUILDING DIVISION Test all valves for proper functionality Site Address . Billing Address 2510 West Ranch St .r Site City, State. Zip J. Billing City. State. Zips Maintain proper water PH and fill for solar storage tank Carlsbad, CA Phone Number Billing Company Check glycol level and add as needed - hapail Industries *Inspect all solar panels and roof attachments Email Address Duration of Agreement - . Annual (recurring) -Tank water potability testing to be done by Certified Laboratory - Certified Potable Water Testing: Envirornatinx Malrticai Inc. (EMA) 4340 Viewridge Ave. Ste. A, San Diego, CA 92123 El8AProeides services to meet virtually any steteert decal MM=M MWrenventpw5u5rr1 to the Resource Conservation and Recoresy Act (ROR4 the Comiisetreretee Erwiroarnentat Respense. Compensation and Liability Act (CSRCLA). the Safe DrInking Water Act (SOWA). the Toxic Substances Control Act (TSCA). the Clean Water Act (CWA). and the National Pollutant Discharge Elimination Sstemn (NPOES). EMA has performed testing on projects under the review of the Army Corp of Engineers (ACOE). California Department of Toxic Substance Control (CA DTSC). California Department of Environmental Health (DEN) California Regional Water Quality Control Board (CRW0C8), Environmental Protection Agency (EPA-Region 91 and Navy Facility Engineering Systems Commend (NFESC). - - Annual Maintenance rmnmu $485.00 Payment Fees and Payment Obligations Payment The owner shall pay for the services provided in accordance with the payment terms listed on invoices submitted by the service provider. - any services and invoices by EMA or other 3rd party testing will be invoiced- separately Tax • DOted 8 Labor Modifications - The terms of this agreement can only be modified if all parties have Subtotal been notified in writing Dcash . PnorBal. • DReiTitliTotal Due NOW - - Total Due - • The undersigned owner acknowledges aq*Tg-rNs th e information above is correct and comp e. 0 ctistorne?s Signature Termination - Failure toy may result in the service provider terrpifating the agreement without notice and shall have no further obligations if any amount remains unpaid after 45 days 0 • - - •_.4:. - . - 0 I 0 -, -: I.- 0_ 5 - 1 '-e i:.;', .m. -# • ~_. r r- • 'S I -- - - Tax t__. . -- 0 Check # ' Labor Modifications - The terms of this agreement can only be modified if all parties have ••. been notified in writing .• . _S .._ •• S• 55 ____ ____ ,DCC # " Subtotal - El Cash .: Prior Sal. 0 Remit Total Due Now H •' The undersigned owner acknowledges and agrees that the information above is correct and complete. Total Due $485.00 Customeré Signature -: -- -. - 5,- • 4' -. .5; • , . . • 454 t - I •1 - • A. - Termination remains • • - e agreement without notice and shall have no further obligations if any unpaid after 45 days ' • - imount .• • . ..•_•ft .$ - • I • - 1'J 4 t. ' 5554 5 . •, - - •• _5 '5 5 _ - S.. • • S S •,.,t - • *5--. - . *,. . _ . 5-. • ••., , - 'S 45 ' l - • - 5 - 4 4 4 55*5 S. S . -- - t:- '5 5, .5 4' , • •5. •1 - * ' - J T :, s-e' ,' • S / 'I 4i t . I -, .• .45 '•'' : CTnR RECEIVED JAN 312018 . VSE Project Number:'U2296-0001-172 I,-', r OF CARLSBAD January 24 2018 BUILDING DIVISION REFERENCE Robertson Ranch Apartments Building 2600 Gage Drive, Carlsbad, CA 92010 - . Solar Array Installation .To Whom It May Concern: - '. :- ' We have reviewed the documents provided by Regreen relating to the installation of the solar array at the above-referenced site. Based upon our review, it is our conclusion that the installation of the solar array on this existing roof will not adversely 'affect this structure. It is our understanding that the structural components of the existing roof framing are in good condition . . . T n1 a d fiee of damage. The design of the solar panel racking (mounts, rails, etc.) is by the manufacturer or contractor. Please, . note a representative of Vector Structural Engineering has not physically observed the roof framing. kL .. •_, . . I .'Désign Parameters Code: California Building Code, 2016 Edition (2015 IBC) . ': .. Risk Category: II Design wind speed: 110 mph (3-sec gust) per ASCE 7-10 Wind exposure category: C Existing Roof Structure Roof structure: 2x4 manufactured trusses @ 24" O.C. Rfing material: concrete tile (round)• Connection to Roof Mounting connection (1) 5/16" lag screw w/ mm 2.5" embedment into framing at max 48' 0.C. along rails Conclusions -. Our conclusion regarding the adequacy of the existing roof is based on the fact that the additional weight of the solar array is '' 3 p sf oir less. In the area of the solar array, other live loads will not be present or will be greatly reduced (2016 CBC, Section . 1607.12.5). The gravity loads in the area of the solar array are decreased; thus, the stresses of the structural elements are decreased Therefore the requirements of Section 403.3 of the 2016 CEBC are met and the structure is permitted to remain unaltered. - - The solar &rray will be flush-mounted (no more than 6" above the roof surface) and parallel to the roof surface. Thu, we - conclude that any additional wind loading on the structure related to the addition of the proposed solar array is negligible. Regarding seismic loads, we conclude that any additional forces will be small. With an assumed roof dead load of 20 psf, solar array dead load of 3 psf, and affected roof area of 33% (maximum), the additional dead load (and consequential seismic load) will be 5%. This calculation conservatively neglects wall weight.Because the increase is less than 10%, this addition meets. the requirements of the exception in Section 403.4 of the 2016 CEBC. Thus the existing structure is permitted to remain unaltered. .- . .• , . _.t_t.*_ •I. - - - 651 W. Galena Park Blvd., Ste. 101 / Draper, UT 84020 / T (801) 9904775 / F (801) 9904776 / www.vectorse.com PAV941 ti. 0018 VSE Project Number U2296-0001-172 E r OR. Robertson Ranch Apartments Building 1/24/2019 E fl 0 i fl E E R S Limitations Installation of the solar panels must be performed in accordance with manufacturer recommendations. All work performed - must be in accordance with accepted industry wide methods and applicable safety standards The contractor shall notify -r Vector Structural Engineering LLC should any damage deterioration or discrepancies between the as built condition of the structure and the condition described in this letter be found Particular attention must be paid to the maximum allowable spaèing of connections and the location of solar panels relative to roof edges. Connections to existing roof framing must be staggered so as not to overload any existing structural member, except at array ends The use of solar panel support span tables provided by others is allowed only where the building type site conditions site specific design parameters and solar panel configuration match the description of the span tables Electrical engineering is the responsibility of others Waterproofing around the roof penetrations is the responsibility of others. Vector Structural Engineering assumes no ' responsibility for improper installation of the solar array . VECTOR STRUCTURAL ENGINEERING, LLC . ...- 411 -. / ? 01/24/2018 - - -- , Jacob Proctor P.E. ..CA Licenses 70567 - Expires: 06/30/2019 Project Engineer Enclosures JSP/djf - - - ki $ - - . . 651 W. Galena Park Blvd., Ste. 101/ Draper, UT 84020 / T (801) 990-1775/ F (801) 990-1776/www.vectorse.corn -- ••- 0.0 Roof Slope [0] 0 0 0 0 C C Fully Exposed FullyExposed 0.9 0.9 1.1 1.1 Risk Category: II II 1.0 1.0 0 0 0 0 Unobstructed Slippery Surface? No Yes Slope Factor Figure:,, Figure7-2b Figure7-2b 100 1.00 0 0 Design Snow Load, S [psf]: 0 0. ASCE 7-10, Section 7.2 ASCE 7-10, Table 7-2 ASCE 7-10, Table 7-2 ASCE 7-10, Table 7-2 ASCE 7-10, Table 7-3 ASCE 7-10, Table 1.5-1 ASCE 7-10, Table 1.5-2 ASCE 7-10, Equation 7.3-1 ASCE 7-10, Section 7.34 ASCE 7-10, Section 7.4 ASCE 7-10, Section 7.4 ASCE 7-10, Figure 7-2 ASCE 7-10, Equation 7.4-1 . ';' .4" .'" . .'. 1,1 JOB NO.: U2296-0001-172 ECTOR SUBJECT GRAVITY LOADS PROJECT: Robertson Ranch Apartments Building CALCULATE ESTIMATED GRAVITY LOADS Increase due to Original : 'ROOF DEAD LOAD (D)' pitch loading Roof. Pitch/1 2 aoI Concrete Tile (Round) 12.0 1.00 12.0 psf 1/2' Plywood 1.0 1.00 1.0 psf Framing 3.0 psf Insulation 0.5 psf -;_l/2" Gypsum CIg 2.0 psf M,E & Misc . - 1.5 psf DL 20 psf PV Array DL 3 psf ROOF LIVE LOAD (Lr) Existing Design Roof Live Load [psfJ 20 _ASCE 7-10, Table 4-1 Roof Live Load With PV Array [psfl 0 1IIII 2016 CBC Section 1607 12 5 w/ Solar Panel SNOW LOAD (S) Existing Array Roàf Sloe[x:12]: .' . Snow Ground Load, Pg [psfJ: ' Terrain Category: i .•. Exposure of Roof: Exposure Factor, Ce: Thermal• Factor, C: Importance Factor l Flat Roof Snow Load p [psf] Minimum Roof Snow Load, Pm [psf] Roof Slope Factor, C5: .' ' SlbpedRoof Snow Load, p5 [psf]: V ' •'• - EC I OR Efi E JOB NO.: U2296-0001-172 SUBJECT: LOAD COMPARISON D[psfJ 20 23 Lr[psfl 20 0 S[psf] 0 0 . : Maximum Gravity Loads Existing With PV Array D + Lr [psfj 40 23 ASCE 7 10, Section 2.4.1 0 + S [psfj 20 23 ASCE 7-10 Section 2.4.1, Maximum Gravity Load [psf] I 40 I 23 I : Ratio Proposed Loading to Current Loading I 58% 10K PROJECT: Robertson Ranch Apartments Building Summary of Loads Existing With PV Array . Namw EfleiflEERs Receive JAN3J20 STRUCTURAL CALCULATIONS CiTy01.. for CARLS ROBERTSON RANCH APARTMENTS SOLAR TANK FRAME at 2600 GAGE DRIVE CARLSBAD, CA 92010 for : . REGREEN ('•,•, ,.. 01/25/2018 JACOB S. PROCTOR, P.E. PROJECT ENGINEER U2296-0001-172 January 25, 2018 DESIGNED BY DJF; CHECKED BY RNE NOTE The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, "card filed", sold to a third party, or altered in any way without the written authorization of Vector Structural Y Engineering, LLC and REGREEN. * - f, '65-1 W. Galena Park Blvd., STE 101 / Draper, UT 84020 fT (801) 990-1775 1 F (801) 990-1776/ www.vectarse.com J PRE.vaoll .dtll8 Page 2 of 23 CTOR JOB NO U2296-0001-172 E1I1EERS PROJECT: ROBERTSON RANCH APARTMENTS Design Criteria Code Structural design is based on the California Building Code 2016 Edition (2015 IBC) Wind: Basic wind speed = 110 mph (3-second gust) per the ASCE 7-10 standard Risk category: II - ' Wind exposure:C - - Seismic: Seismic loads are based on the California Building Code, 2016 Edition (2015 IBC) Seismic importance factor, I = 1 * Risk category: II Mapped spectral response accelerations: Ss = 1.075g S1 = 0.414g Site class: D Spectral response coefficients SDS = 0.767g Sol = 0.4389 Seismic design category 0 ,..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. 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. Structural Steel: 1 All structural steel code checks based on the AISC, 14th Edition per the ASCE 7 standard 2 All steel rectangular tubes (HSS) to be per ASTM A500 GR. B (46 KSl), U.N.O. 3 All other structural steel shapes & plates shall be per ASTM A36, U.N.O. 4 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O. ; 5 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC. 6 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1.1 • . - .. .7 All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly - coated with a zinc-rich primer, or otherwise protected as noted on the structural drawings. -:.; .;;•.., .- •- - ,;- * ,. 4_ 4 Page 3 of 23 E C TO R. JOB NO U2296-0001-172 .Er1IT1EERS PROJECT ROBERTSON RANCH APARTMENTS ' Seismic Base Shear Calculations I Wt (kips) 28.5!I '-• Seismic Parameters: Per California Building Code, 2016 Edition (2015 1 BC), ASCE 7-10 Structure Height 6 ft Risk category= II Fa=_1_00 * Seismic Design Category= D F= 1.50 - Is = 1.00 SMS= 1.08 Site Class= D SM1= 0.62 R=150 SDS= 072 S=_1_075 5D1 0.41 ••.41 . -. - _______ _______ S1=_0414 - .. •. c I Seismic Base Shear Cs(MIN) = 0.03 0.30 , -- Cs(MIN) = 0.8 X S I (RI l) = 0.2 (if S1 >= 0.6) CS(MAX) = S I (Ta X (R I Is)) = 4.04 Ta = Ct X hx = Ll 007 S CS =S0/(R/I)=0478 VCxW3.60 kips - - ______ 4 , Total Seismic Shear (Va) I_13_6OlKips '4 4 ,2 .. . -: •- - .1 .-- Ar I * - ..'- 4 ? , -1 4 4 = VSE - SK-1 DJF Robertson Ranch Jan 24 2018 at 4:19 PM U2296-0001-i 72 Robertson Ranch.r3d 4 SK-2 Jan 24, 2018 at 4:20 PM Robertson Ranch.r3d bOlZi : . * 1 :: fl I: if • ' V '• '- -- 'I ,• S 4 Loads: BLC 5, Seiêmic +X Envelope Only Solution USE,-',' DJF Robertson Ranch U2296-0001-172 Robertson Ranch -- '4.. - ... 4. ageorzi z èx 4! 331b 45331b it Loads BLC 7 Seismic + Envelope Only Solution - VSE SK-4 DJF: Robertson Ranch Jan 24, 2018 at 420 PM U2296-0001-172 Robertson Ranch r3d SK-5 Jan 24, 2018 at 4:20 PM Robertson Ranch.r3d Robertson Ranch IL -p SK-6 Robertson Ranch Jan 24, 2018 at 4:21 PM Robertson RanCh.r3d Code Check (Env) No Calc >1.0 .90-1.0 l[ .75-90 .50-75 0-50 '1 4 $ .• 4; (7; 4.; I -- 4; '- .-: JI Member Code Checks Displayed (Enveloped) Envelope Only Solution .VSE: DJF 43 U2296-0001-172 4- C 4 . •• -3. '. -,... I-'age]uoT ZJ 20.3 - - - ; -t -., 3551 58.8 1 20.3 -408 51 t.3 1958 : 203 c 4 -65.3 • • ., - - -•. - . : . • - Envelope Only Solution Member y Bending Moments (lb-ft) (Enveloped) VSE SK-7 DJF Robertson Ranch Jan24 2018 at 4:21 PM U2296-0001-172 Robertson Ranch Ad I-'agelloTLi '•;•_- - - 1515.6 .4565 2 -175.4 ' 10. 5.6 -20.3 1986.. 1456.5 151 03 : r -175.4 :' Envelope Only Solution -' Memberz Bending Moments (lb-ft) (Enveloped) VSE - -.. -.. SK-8 DJF . Robertson Ranch Jan 24, 2018 at 4:21 PM LJ2296-0001-172 Robertson Ranch.r3d - - . Company : VSE Designer : DJF 111RISA" Job Number : U2296-0001-172 Model Name : Robertson Ranch Page 120f23 Jan 24,2018 4:22 PM Checked By: RNE (Global) Model Settings Display Sections for Member Calcs 15 - - Max Internal Sections for Member Calcs 97 Linclude Shear Deformation? Yes Increase Nailing Capacity for Wind' Yes Include Warping? Yes [Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in "2) 144 Merge Tolerance (in) 12 I;PDelta Analysis Tolerance 050% Include P Delta for Walls' Yes 5; Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (in/se%2) :386,4 Wall Mesh Size (in) 24 Lgensolution Convergence Tel (1.E-) 1 4 - - - Vertical Axis Y GlobalMemberOrientationPlane i XZ Static__Solver SparseAccelerated ;. Dynamic Solver _____I_Accelerated Solver Hot Rolled Steel Code - IAlSCl4th(360 10) D AS IAdiust_Stiffness7 Yes(lterative) RlSAConnectionCode AlSOl4th(360-10):ASD - ICold Formed _Steel _Code AISIS10012ASO WoodCode AWC NDS-15: ASD Wood Temperature <100F ConcreteCode AOl318-14 Masonry Code - ACl530__13__ASD Aluminum Code _I AA ADM1-10:ASD -Building AlSC 14th(360 10) ASD -•- •. - RISA-31D Version 16.0.0 [N:\ ... \...\... \ENG\Robertson Ranch.r3d] Page 1 75 5 or II Other Page 13 of 23 Company Designer : VSE Jan 24, 2018 : DJF 4:22 PM - IRISA Job Number : U2296-0001-172 . Checked By: RNE L Model Name : Robertson Ranch Global) Model Settinas. Continued Seismic Cod JASCE7-1O I Seismic Base Elevation (in) Not Entered Add Base Weight'? Yes - I CtX 02 ICtz .02 TX(sec) Not Entered .TZLS Not Entered RX - 3 RZ 3 I CtExp - 75 ..,ICt Exp. Z SIDS .Ii .TLsec) Risk Cat ID rift Cat Hot Rolled Steel Properties Label E [ksi] G [i)_ Nu Therm (\1E.Density[k/ft... Yield[ksi] . Ry Fu[ksi] Rt A992 .. 1 29.0 I ii 3 1 .65 I . 49 1 _5_0L 11 . 65 - ................I 1.1 2 A36 Gr.36 29000 11154 3 65 49 36 1 5 58 12 3 1 A572 Gr.50 29000 .:11154 3 5 A950 1.1 657 11 4 A500GrBRND 29000 11154 3 65 527 42 14 58 13 . 5 . A500 Gr.13 i 29000 . 11154 . .3 ---.65 .527 !. 4L1.4.i 58 --6------A53 OrB 29000 11154 3 65 49 35 16 60 12 H7 A1085 I .1 29000 I 11154 .3 I .65 I .49 I 50 I 1.4 I 65 I 1.3 I Hot Rolled Steel Section Sets Upper Outer Frame IHSS4x4 ... I Beam IareTubeIA500 Gr.B Recti Typical l 3.37 I 7878 I 12 2 Lower Outer Frame 1-444 Beanrjng)Angle A36 Gr.36 LTypical.193 I 3 044 Horizontal Brace L4x4x8 HBrace Single Anqiel A36 Gr.36 Typjcal 3.75 j... 552 5.52322 4 Vertical Brace - 1-444 Vce tn.gLngle A36 Gr 3L Typical 1 93 3 3 044 I 5 I, . Column L4x4x4 Column I Single Angle A36 Gr.36 Typical I 1.93 I 3 f 3 I .044 I Member Point Loads (BLC 5: Seismic +X .. 1-F Member Label M41 Direction Magnitude[th,Th.ft] Location [in.%] %50 .-. 2 M34 X 4533 3 I M42 X I 4533 I %50 1 Member Point Loads (BLC 6: Seismic -X) Member Label Diection Magnitude[ikJft) Location[jno] -1 . ...Mg X I -4533 ... . H 2 1`032 X . a........ 1 3 . M43 x -4533 . . I %50 I RISA-31D Version 16.0.0 [N:\ ... \...\... \ENG\Robertson Ranch.r3d] . Page 2 - Page 14 of 23 Company Designer : VSE : DJF Jan 24, 2018 4:22 PM IIIRISA Model Job Number : U2296-0001-172 Checked By:RNE Name : Robertson Ranch Member Point Loads (BLC 7: Seismic +Z) Member Label Direction Magnitude[ikjft] Location[iii3o] M33 I_E 4533 I 2 M40 Z 4533 1350 3 I M41 I Z I 4533 %50 Member Point Loads (BLC 8: Seismic -Z) Member Label Direction Magnitde[jTh:ft] Location[in,%] [ t I M35 I -4533 - I 2 M43 Z -4533 1650 I. 3 M42 I - Z -4533 I %5 Basic Load Cases BLC Description Category X Gravi. . Y Gravi..Z Gravity Joint Point Distributed Area(Member) Surface(PlatelWall) 1 Dead Load DL 5 Seismic +X ELX 3 6 -Seismic -X J OL1 3 I 7 Seismic +Z ELZ 3 8 Seismic -Z 0L2 1 3 Load Combinations Description "Ii I S... PDelta SRSS B... Fa... B... Fa... B... Fa... B... YeslyJ IDLIII Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... I P1iiL I Dead Only 2 D+07E s 3' L 1 I F 7 ELZ 21 I I 3 I Yes Y IDLI1 1-:E 1 7 10. 21 4 ________ - es 3' DL 1 0 7 ELZ 21 - 10L111 10171021 6 Yes 3' IDLM 1 ELZ 7 F 21 171 - - Yes: 3' IDLil ELZ 21 -- 8 '{ps 3' - TIDL _11 _'0___7 E 21 9 - Yes, 3' lDLI1.1.10i.7l0 ... L21 10 060+07E 'yes 3' DL__4181E_7___,ELZ Ill Yes' y IDLI.4181E.J _7 _0.121 1 12 Yes Y DL 41810 7j 21 I 13 Yes 3' lDLI.418I0 7 0 21 r 14 Yes3' lDLl 4181E 7E'21 - 15 Yes 3' IDLI.4181ELZ 7 10 1 21 16 Yes 3' 10L 41810 7 E 21 1 :yesl 3' DLI 4183 7O 2_1 18 - 19 LRFD 20 3' DL 1.4 111 - - - I 21 3' I DLO 46E 1,5 FLZ 45 I ii - Y -__DL _I 4bIE 1 5 0 1 .45 23 3' DLI1.4610.. 1.5 JELZ,45 24 3' DL_14610__I1 _50 45 25 3' IDLIl_461ELZ_1 _5IE__45 - 26 3' IDL 146ELZ1 _510 45 27 3' IDLI1.4610 ... l 1.5 IE. 1 ,451 1 - Y, ____10L114610_1510____'45 29 1 3' _IDLI.641E ... 11.51ELZ.45 I 30 3' IDL 641E 150 45 .31 Y DL 64O. 1.5 ELZ 45 - -----____ 32 Y DL 64'0 150 45 I 33I_I_I_YI_D0.641ELZ1.51E...I.45 I 1 1 I -, RISA-30 Version 16.0.0 [NA ... \...\... \ENG\Robertson Ranch.r3d] Page 3 Page 15 of 23 Company : VSE Designer : DJF Jan 24, 2018 4:22 PM 111RISA Model Job Number : U2296-0001-172 Checked By: RNE Name : Robertson Ranch Load Combinations (Continued) Description S PDelthSRSSB... Fa... B... Fa... B. Fa B FR B F;; -F;;--B --R- FR B FR B FR B FR 34 Y IDLL641EL1öi 45 I 35 1 Y IDLI.64 10.11.5 E... 45 bii.6410 ... 1l.5Io. 45 Envelope Joint Reactions Joint X (Ib] L. _XIik]L... Z [Ib] Li I N56 Im..12595.2314 2473.273 51175.0431 LC 12 MX fib-ft] LC MY [lb-fl] Jo I I I 1 LC MZ [lb-ft] I 1 LC 0 1 0 1 2 -2185.78310-225.068 8 0 1 0 1 0 1 3 N31 m1 019 5155.32773.233 3 0 1 0 1 0 1 4 rr -.02 3-124129j111-61.338 12 0 1 0 1 0 1 .L5 N27 rn. .019 5 155.815 6173.457 5 0 1 0 1 0 1 rn -.0.j3-3.9i-61843 10 1 0 1 0 1 0 1 • L 7 N54 rn 2472_88413I2472.384 31181.658 11 14 0 1 0 1 0 1 8 .2584.89221-218635312-219.756 I 9 N62 rn 175.0431141 2473.273 9 1 0 1 0 1 0 1 7 ,'2469.3571 17 0 1 0 1 0 1 10 ..11 n 2250685.1-2185.783 16 2595 2i 6 0 1 0 1 0 1 91155.327....02 N32 in 73.233 9 0 1 0 1 0 1 12 ri -31-124 129117, -.019 7 0 1 0 . 1 0 1 'I 13 N28 rn 73.457 7I,1,5,.81513 1 02 9 0 1 0 1 0 1 J 14 . -60.843j16] -123.905,_-019 115 7 0 . 1 0 1 0 1 15 N66 rn 181.658111 2472.384 19 2584 892 8 0 1 0 1 1 0 1 16 in 2197564 2186353l14 24725 15 0 1 0 1 0 1 17j N58 rn 2469.357 12 2473.273 1 2 1 225.0,68 7 0 1 0 1 0 1 18 m -2595.23 -2185.783J -17543 11 . 0 1 0 1 0 1 19 N26 rn 02 4 155.32718161.338 11 0 1 0 1 0 1 20 rn.. -.019 2-i24.12911 -7T233 4 0 1 0 1 0 1 21 N30 rn .02 4 155.81.19160843 13 0 1 0 1 0 1 22 rn -019 2 -123.905110 -73.457 2 0 . 1 0 1 0 1 23 N60 iii 1 2584.69215 2472.384 4 219.756 6 0 1 0 1 0 1 24 rn 72472.88 2186.353h1-181.658 17 0 1 0 1 0 1 25 N67 11 225.06812 2473.273 18 12595.23 9 0 1 0 1 0 1 26 rn -175.043 17 -2185.783fti-2469.3. 14 0 1 0 . 1 0 27 N29 m161.338 • 117 155.3.7 51 019 8 0 1 0 1 0 1 28 rn -73.23316 -124.1291i - 02 6 0 1 0 1 0 1 29J N33 rn 60.8431151155.81541 019 8 0 1 0 1 0 1 rk L30 rn -73.457 81-123.90516J -02 6 1 0 1 0 1 0 1 I 31 N63 m 1219.7561312472.384 62472884 16 0 1 0 1 0 1 32 rn -t iI-2186.353 17-25.4.8. 7 0 1 0 1 0 1 I 33 Totals :!n) 9519.3 141 1848.368 719519.3 16 n -9519 3121653 653 161 -9519.3 7 RISA-3D Version 16.0.0 [N:\...\ ... \... \ENG\Robertson Ranch.r3d] Page 4 www.hilti.us Profis Anchor 2.7.5 Company: Page: 1 Specifier: Project: Robertson Ranch Address: Sub-Project I Pos. No.: U2296-0001-172 Phone I Fax: I Date: 1/24/2018 E-Mail: Specifier's comments: Steel Frame Anchorage l Input data Anchor type and diameter HIT HY 200 + HAS -E 3/4 MEOW Effective embedment depth: hetact = 5.000 in. (het limit = - in.) 'I Material 5.8 Evaluation Service Report ESR 3187 Issued I Valid: 11/1/201613/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, = 2500 psi; h = 13.000 in., Temp. short/long: 32/32 °F Installation:, hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) , Geometry [in.] & Loading [lb, in.lb] U, 10 Ile- 'U. 0 N 0 x www hilti us Profus Anchor 2.7.5 Company: Page: 2 Specifier: Project: Robertson Ranch Address: Sub-Project I Pos. No.: U2296-0001-172 Phone I Fax: I Date: 1/24/2018 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force (+Tension Compression) Anchor Tension force Shear force Shear force x Shear force y - 1 -5120 5328 456 5308 > 'max. concrete compressive strain: - IN - ' max. concrete compressive stress: - [psi] .. resulting tension force in (xly)=(0.000/0.000): 0 [lb] resulting compression force in (y)=(0.000/0.000): 0 [lb] i... ,.'., ., T - - ••.- ." 33ens,ion load. . Load Nua [lb] Capacity 4) N [lb] Utilization p = NUJ4) N Status Steel Strength* -5120 15762 33 OK ''. Bond Strength** . N/A N/A N/A N/A .!...., •4,S . 4Sustained Tension Load Bond Strength N/A N/A N/A N/A Concrete Breakout Strength N/A N/A N/A N/A - - * anchor having the highest loading **anchor group (anchors in tension) ,.c • . F I Steel Strength 3. )"sa ESR value refer to ICC-ES E5R3187 - .: 4) ACl31814 Table 17311 . Variables N [in 2] futa [psi] - 0.33 72500 Calculations N5 [lb] 24250 .. Results - ' N [lb] 4) steel 4) nonuciue 4t Nsa [lb] Nua [lb] 24250 0.650 1.000 15762 -5120 The steel proof was done for the highest absolute force per anchor - in this case compression loading. Please be aware that buckling -' -. should be verified separately '5 •! . - '- 1. . -. - www.hilti.us . Profis Anchor 2.7.5 Company Page 3 Specifier: . Project: Robertson Ranch Address: Sub-Project I Pos. No.: U2296-0001-172 Phone I Fax: I Date: 1/24/2018 '- E-Mail: . 4Shearload Load Vua [lb] Capacity [lb] Utilization pv = VJ4)V, Status Steel Strength* 5328 6111 88 OK Stel failure (with lever arm) N/A N/A N/A N/A Pryout Strength (Concrete Breakout 5328 13305 41 OK , Strength controls)** Concrete edge failure in direction x+ 5328 8520 63 OK anchor having the highest loading anchor group (relevant anchors) 4.1 Steel Strength Vsa = av sets (0.6 Ase v f5 ) refer to ICC ES ESR 3187 i4) Vsteei 2: Vua ACI 318-14 Table 17.3.1.1 , Variables Ase , [in 2] f03 [psi] av sels (0.6 Ase v uta) [lb] 033 72500 0.700 14550 Calculations '7 Vsaeq[lb] 10185 Results 41— ' [lb] 4) steel 4) nonductiie 4) Vsa [lb] Vua [lb] 10185 0.600 1.000 6111 5328 '4.2 Pryout Strength (Concrete Breakout Strength controls) r 4V =kcp[()qIedNw cN4IcpNNb] ACI 31814 Eq. (17531a) ANcO 4) Vcp 2:Vua . ACI 318-14 Table 17.3.1.1 A see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) A 9h1 ACI 318-14 Eq (17421c) W ecN (l+2eN)b0 ACI 31814Eq (17424) he dN_07+03([]):510 We 3 ACI 31814 Eq. (17425b) wCPN=MAx(--- i)~io ACI 31814 Eq. (17427b) . Nb ACI 318-14 Eq (17422a) Variables kcp het [in.] e 1 N [in.] eC2 N [in.] ca mm [in 2, 5.000 0.000 0000 14.000 V c N cac [in] k a [psi] 1.000 6.949 17 1.000 2500 . Calculations AN. [in 2] AN [in 2] V ed N V ec2 N "V ed N 'V cp N Nb [lb] •, • - ... ' 225.00 225.00 1.000 - 1.000 1.000 1.000 9503 a. •- Results 'nj, •• Ii ., I- Vcp [lb],4) concrete seismic nonduchie 4t Vcp [lb] Vua [lb] 19007 0.700 1.000 1.000 13305 5328 - v r ...........• , • ••, . C, •1>• . E-Mail: 4.3 Concrete edge failure in direction x+ Ivc (wed.Vwc,Vvh,V kv paraiiei.VVb ACI 318-14 Eq. (17.5.2.1a VcO VCb ~ Vua . ACI 318-14 Table 17.3.1.1 :. . see ACI 318-14, Section 17.5.2.1, Fig: R 17.5.2.1(b) Avw .4.5 c 1 ACI 318-14 Eq. (17.5.2.1c) = (1 +i):5 1.0 ACI 318-14 Eq (17525) Cal 0.7+ 0.3 1.0 1.0 ACI 318-14 Eq. (17.5.2.6b) 'ph ha ACI 31814 Eq. (17528) = (7 () ') X a c ACI 318-14 Eq (17.5.2.2a) da .; Variables Cal [in] ca2 [in] evv [in.] w cv ha [in] 9.333 A4.000 0.000 1.000 13.000 l a I [i.] X a da [in.] f C [psi] w paraliei,v 5.000 1.000 - 0.750 2500 1.000 Calculations A c [in.'] AV [in 21 ec V V ed V V h V Vb [lb) 364.00 392.00 1.000 1.000 1.038 12631 Results VCb [lb]. . concrete seismic . nonduciiie Vcb [lb] Vua [lb] 12171 0.700 1.000 1.000 8520 5328 :5 Combined tension and shear loads a . .......- IL r I itiii7atinn fl... I/0 17 _ www.hilti.us Profis Anchor 2.7.5 Company: Page: 4 Specifier: Project: Robertson Ranch Address: Sub-Project I Pos. No.: U2296-0001-172 Phone I Fax: I Date: 1/24/2018 I. . C ., ........ - .•.. . . I- ''C,. • . - -C. ,. - '•t . - . - fl4 C 1. 4 - ... ,. - - , •i I . - A-- www.hilti.us - Profis Anchor 2.7.5 Corripany: Page: 5 Specifier: Project: Robertson Ranch Address: Sub-Project I Pos. No.: U2296-0001-172 Phone I Fax: I Date: 1/24/2018 E-Mail: - '6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The factor is increased for non-steel Design Strengths except Pullout - Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout . Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions . Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to done separately. An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension)shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). - Section 17.2.3.4.3 (b)/Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c)/ Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d)/ Section 17.2.3.5.3 (c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that - include E, with E increased byco0. Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, •: Section 17.8.1. - Fastening meets the design criteria' ' -: 17 .www.hiIti.us Profis Anchor 2.7.5 Company: - Page: 6 Specifier: .- Project: Robertson Ranch Address: Sub-Project I Pos. No.: U2296-0001-172 " Phone I Fax: I Date: 1/24/2018 E-Mail: 7 Installation data 'Anchor plate, steel: - . Anchor type and diameter: HIT-HY 200 + HAS-E 3/4 Profile: - - Installation torque: 1200.002 in.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.875 in. Plate thickness (input): - Hole depth in the base material: 5.000 in. Recommended plate thickness: - Minimum thickness of the base material: 6.750 in. '!-Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 4, a 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer Compressed air with required Dispenser including cassette and mixer Properly sized drill bit - accessories to blow from the bottom of • Torque wrench the hole - ' • Proper diameter wire brush Coordinates Anchor in. -• Anchor x y c c, cy c+y -. 1 0.000 0.000 14.000 14.000 14.000 14.000 4 .- 8 Remarks, Your Cooperation Duties Any'and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted " prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly - with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do ' not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs arising from a culpable breach of duty by you -Pp- , - -- - -- . 11/27/2017 Design Maps Summary Report USES Design Maps Summary Report Page 23 of 23 User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.155980N, 117.2994°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill V ML ZL BE ( rid )II 1 I E p USGS—Provided Output S = 1.075 g SMS = 1.150 g S0 = 0.767 g 0.414 g S,, = 0.657 g S,, = 0.438 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MC Spctrum 0sg :P vii f IITTTTTTT Q.'C SX LZ 42L O$ to I=• .o i.ec 2M Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein, This tool Is not a substitute for technical subject-matter knowledge 1/1 r 4LCi ty of C arlsbad 02 ;0 d U1 '. Lei Print Date: 06/06/2018 Permit No: PREV2018-0121 iobAddress: 2600 Gage Dr Pe?mit Type: . BLDG-Permit Revision - Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: .. Lot #: Applied: 05/04/2018 Valuation: $0.00 : Reference U: Issued: 05/17/2018 Occupancy Group: Construction Type Permit '06/06/2018 Finaled: U Dwelling Units: ' Bathrooms: Inspector: MColI Bedrooms: . Orig. Plan Check U: CBC2017-0118 Final Plan Check U: Inspection: Project Title: 1' . Description: PORTOLA: SIZE CHANGE FOR SEISMIC CAGE . Applicant: . Owner: ALLIANCE LAND PLANNING AND ENGINEERING SHAPELL PORTOLA LLC .INC:' ELIZABETH SHOEMAKER 8383 Wilshire Blvd .. 2248 Faraday Ave Beverly Hills, CA 90211-2400 Ca'rlsbad, CA 92008-7208 323-988-7590 -, 760431-9896 - - FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $112.50 Total Fees: $-147.50 . Total Payments To Date: $ 147.50 Balance Due: $0.00 - -' , • • - A- I t * ' . ,. :--. . •. . - Building Division . 1635 Faraday-Avenue, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov - ' PLAN CHECK REVISION OR Development Services - kr/000*;ity of DEFERRED SUBMITTAL Building Division. C r1cb d APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov I Original Plan Check Number C BC 2017-0118 Plan Revision Number ev'c OI g--- a 1 Project Address 2600 Gage Drive (Senior Building) General Scope of Revision/Deferred Submittal Delta 2- Solar Thermal CONTACT INFORMATION: Name Elizabeth Shoemaker Phone 7605501957 Fax_______________ Address 4939 Newport Ave #3 city San Diego Zip 92107 ErnailAddress elizabeth shoernaker@gmail corn . Original plans-prepared by an architect or engineer, revisions must-be signed & stamped-by-that person. 1 . Elements revised: Eli Plans t Calculations LI Soils D Energy LI Other - %S - 8_ 4. Does this revision in any way, alter the exterior of the project? El Yes 11] No Does this revision add ANY new floor area (s)? LI Yes III No - - - - ' 6. Does this revision affect any fire related issues? •j1 Yes ii No _ 7.- is this a compi te set? II Yes fl No - --.: .€cSignature_jIL 2k__ Date 5/3/18 1635 Faraday Avenue, Carisbad, CA 92008 Ph. 760-602- 2719 EM 760-602-8558 Email: building@carlsbadca.gov- - - www.carlsbadca.gov T J. - -. 2. - Describe revisions in detail - . 3. List page(s) where each revision is shown -. - •. - Cover Sheet P-i- - Site Plan P-2 . Solar-Hot Water System 1 -Flow Diagram SHW-1 -Equipment -Pad Specs - S-H-W-3 I- - 'I V.' ..'. .- 1 V EsG11 - A SAFEbuiLtCompany DATE May 16, 2018 D APPLICANT uIs• PLAN CHECK #.: CBC20170118/PREV20180024 SET: REV 2, Set I * PROJECT ADDRESS: 2600 Gage Drive PROJECT NAME Solar Water Heater System for Senior Building Z. The "plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes Thé plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff.: V -.Li1 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck #_V V The check list transmitted herewith is for your information. The plans are being held at EsGil . .until corrected plans are submitted for recheck. V -. V ' ••• 'V •*• •. -, . - -. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant --contact person. V V V 'The applicant's copy of the check list has been sent to: V V V' $ EsGil staff did not advise the applicant that the plan check has been completed. V EsGil staff did advise the applicant that the plan check has been completed. ,lPerson contacted: EKabtt-r-S1'voemaker Telephone #: 760 550-1957 .V. bate contacted: . Email: Elizabeth.shoemaker@gmail.com Mail Telephone 7QVon • REMARKS: Structural hold-down revision for tank. V V • V By: Eric Jensen Enclosures: V EsGil . V - 05/07 'V .. •. 5 -, - - *' V * - - 'V •. 'V . V,.; - V 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 14 I Carlsbad CBC20 17-0118/PREV2O 18-0021 May 16, 2018 : [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE t S JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017- -. 0118/PREV2O18-0021 PREPARED BY: Eric Jensen DATE: May 16, 2018 BUILDING ADDRESS: 2600 Gage Drive BUILDING OCCUPANCY: Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance .1997UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review Complete Review E Structural Only El fL L..J L1Liier Repetitive Fee Repeats Hourly 1 Hr. @ * - EsGil Fee $90.00 I $90.00 Based on hourly rate -4 I Comments -: '..,. •. Sheet 1 of 1 .. . .4 4 . - - . .5.. . - ., ... VINCI & ASSOCIATES &flI/ura/ £nginecri CEVED MAY 04 2016 - . . STRUCTURAL CALCULATIONS CTYU CARLSBAD bULDNG DIVISION FOR SOLAR WATER TANK ANCHORAGE Robertson Ranch Apartments 2600 Gage/gr RobertsonRa 92010 : . i... .,. 5 .! -- . . 0 - No p 1 * *. cC' 4 I VI , JO 15 15-5020 175 E WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 p 805 496 2100 • evinci@VinciSE.com .-, - - 41 11 J 0 DATE 5/1/2018 VINCI & ASSOCIATES SHEET PROJECT Robertson Ranch Apartments &n,c/,ral £aqinirs JOB NO.: 18-3457. :. 2600 Gage Dr I75E WILBUR ROAD STE 103 THOUSAND OAKS CA 91380 ENGR JRV Robertson Ranch CA 92010 8O54982100 18054962442 4 o'.nnci@VindSEcom LATERAL FORCES: 2016 CBC SEISMIC Site Class: D (Use D if unknown) S1 0.393 (USGS Zipcodè Tables) Ss 1.05 (USGS Zipcode Tables) 1,5 (Table 1613.5.3-2) F= 1.0 (Table 1613.5.3-1) . 1.00 (Table 1.1.5-1 ASCE 7-10) R = 1.00 (Table 12.2-1 ASCE 7-10) SMS = F3 * Ss = 1.053 (Eq 16-37) SOS = 2/3 * SMS 0.70 (Eq 16-39) Sr= F. S 0.59 (Eq. 16-38) SDI = l SMI = 0.39 (Eq. 1640) = 8 s (Figure 22-16 ASCE 7-10) T = C * (h3)1 = 0 175 s (Eq 12.8-7) C1 = 0.02 (Table 128-2 ASCE 7-10) hn = 18-00 ft x = 075 (Table 12.8-2 ASCE 7-10) SEISMIC FORCES ON NONSTRUCTURAL COMPONENTS Per ASCE 7-10 Section, 13.3.1 O.4a SW F = (1 + 2 (flh)) = 0.12 Wp (RlI) 4 F,, is not required to be greater than: F= 16S05 1,,W,, = 112 W F,, shall not be iesà than: F= O3 SOS lW F,, = seismic design force SDS = spectral acceleration short period, per ASCE Section 11.4.4 W,, = componant operating weight a,, = 2.5- (componant amplificatin factor (ASCE Table 13.5-1 or 13.6-1)) I,, = 1.00 (componant importance factor) R,, = &0 (componant response modification factor (ASCE Table 13.5-1 or 13,.6-1)) z = 0.00 ft (height in structure of point of attachment of componant with respect to the base.) h = 1800 It (average roof height with respect to base (vi,) <= 1) . 51112018 oeslgn Maps Summary Report tJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.02710N, 116.89614°W Site Soil Classification Site Class D - Stiff Soil' Risk Category I/lI/Ill USGS—Provided Output S5 = 1.053g 5MS = 1.136g SOS 0.757g - S = 0.393 g S 1 = 0.634 g $01 = 0.423 g , information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the 2009 NEHRP" building code reference document. M117E1 RponseSpedm Design Response Spectrum Dim • Dial I IS UAN I tons 'njs ii I' I I I I I II I I II l3 0.1" flhJ 11. I (l I IS) li,I ii ,. iIi. u.S ftUi I., (1) I Xi 140 110 110 , ; - -Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the aècuracy of the data contained therein. This tool is not a subslltute for technical subject-matter knowledge. . - f• •. - - -I DATE: 511/2018 VINCI & ASSOCIATES SHEET: PROJECT: Robertson Ranch Apa JOB NO.: 18-3457 2600 Gage Dr 175 E. WILBUR ROAD. STE 103 THOUSAND OAKS, CA 91360 ENGR,: JRV Robertson Ranch CA p 805 496 2100 f 605.496.2442- - e vincl@VinciSE.com EQUIPMENT MARK Solar Storage Tank Fp = 5993 lb WEIGHT: 8458 lbs 1 I . . 36.0 in . Diameter 110.0 in W=284581b. T T HEIGHT TO COG.: 136.0 in 55.0 in _550 in 110.0 in - .. .... . SEISMIC LOAD: OTM = (Fp x HT) = 215757 lb-in Fp = 0 2l W (See Previous) R = 0.502 x WI x L/2 = 785287 lb-in Fp = 5993 255 lbs .1 = (OTM - RM) 1(L) = 0. lbs DL Factor. (0.6 -(0.14 x S)) = 0.502 W CHECK LEG BEARING: TOTAL WEIGHT 28458 lbs BEARING AREA 12.0000 in2 NO OF LEGS 4 legs f'c (concrete) = 2500 psi : WEIGHT.! LEG: 7115 lbs/leg. LEG BEARING 593 psi < 2500psi O.K. TRY _(2)-1/2__HiltuAnchor at each leg_(3__Embedment) VaIlow = 792 lbs T, 735 lbs CHECK CONNECTION SHEAR: TOTAL SHEAR 5993 255 lbs , NO. OF LEGS/CONNECTIONS: 8 conn SHEAR / CONNECTION 749 lbs/conn < 792 _lbs O.K. CHECKCONNECTIONUPLIFT: TOTAL UPLIFT: 0 lbs NO. OF LEGS/CONNECTIONS: 4 . conn SHEAR / CONNECTION 0 lbs/conn < 735lbs O.K. CHECK UNITY: . . . 749.2lb + 0.0 lb = 0.95 1.0 O.K. -' 791.7 lb 735.0 lb USE: (2) _1/2"_Hilt,AnchorsatEachLeg I .4 . . . .,. . . • j. ? - --.- DATE: 5/1/2018 V I N C I & ASSOCIATES SHEET PROJECT Robertson Ranch Apartments &n,ch,,il Ci,qwcri JOB NO 18-3457 2600 Gage Dr 1756 WBUR ROAD STE 103 THOUSAND OAKS, CA 91360 ENGR JRV '.2 Robertson Ranch, CA 92010 p80S.49$2100 t805.496.2442 .eincilMnciSE.com ANALYSIS OF SWITCHBOARD FOUNDATION/ANCHORAGE 1.0 LOADS 1.1 Dead Load - 28,458 lbs - . 1.2 Seismic - PREVIOUS MVSEE V = 0.21 x W = = 021 x 28,458 lbs = 5,993 lbs - - 2.0 STABILITY Footing Width = 11,00 ft Footing Length 19.33 ft Footing Depth = 0.7 ft .1 Footing Weight 110ftx193ftx07ftx150psf = 21,369 lbs Height to Center of Gravity = 3.00 ft k.. 2.1 Overturning MOT 5,993 lbs x(300fti-067ft) 21,995 lb-ft MR= 28,458 lbs +21,369 lbs x(11 00ft/2) 117,531 lb ft I Factor of Safety = MR I MOT = 5.34348 > 1 5 Therefore O.K. 22 Sliding V = 5,993 lbs Coefficient of Friction = 0.3 VR=O30xVvT = 14,948 lbs Therefore OK 4 (continued on next sheet) '.._*_, '•'--. .. , . • • -. -- - , .- . ;41. - - - -, -•-. •• 1. - •• ' - DATE' 5/1/2018 VINCI & ASSOCIATES SHEET: . .OECT,; Robertson Ranôh Apartments S/n:ri:m/&zqà,c'rs JOB NO.: 18-3457 -, - 2600 Gage Dr 175 E. WILBUR ROAD, STE 103 • THOUSAND OAKS, CA 91360 ENGR.: JRV : - Robertson Ranch, CA 92010 p805.498 2100. 805.4962442 enci©VinciSEcom ANALYSIS OF SWITCHBOARD FOUNDATION/ANCHORAGE (continued) 2.3 Bearing Pressure - M - WT 4, e = MOT I WT = .1.03 it ,e'= 5.50ft-e 4.47 ft - - 5.5 ft L eL e . Max Soil Pressure = PMAJ * .. 11.00 ft - WI -. . . P,tx = 0.290psf - &x3xll2xw S . NET 0,290psf -0.67ftx150pcf = 0,189psf ALLOW 1,500pf x 1.33 = 1,95psf ThereforeO.K. - - .5* •. 'I i . - -. • •. r - S -, - 5- ,• .,. ., -- - • - - - a - - . •. .- - .'a.'. -5- -, - i ..- '• :5- -t • 5 •* ••*5 - * . -- ri-:; •. . ...'.•• j• *_ --E•' -. • .5- *',• S..