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Home My WebLink About1991 LANCEWOOD LN; ; CBC2017-0467; PermitI rity of sLac1. 7, 77 - ., .. .• . ' 4 -. Commercial Permit - Print Date: 05/07/2018 . Permit No: CBC2017-0467 . • . - , - Job Address: I 1991 Lâncewood Ln - • •' Permit Type: BLDG-Commercial Work Class: Addition - Status:` 'Closed - Finaled Parcel No: '. 2550121900 - Lot U:" - ' Applied: 09/01/2017 Valuation: $263,137.41 Reference U: DEV2017-0047 Issued: 11/22/2ó17 Occupancy Group Construction Type Permit - , Finaled: .' •. U Dwelling Units: • -. Bathrooms: . S lnspector: - PBurn Bedrooms: • . .. Orig. Plan Check U: -, Plan Check U: 5/7/2018 10:02:40AM Project Title': •. LA COSTA GLEN CENTRAL PLANT EXPANSION -. • -- , Description: LA COSTA GLEN: 864 SF ADDITION TO CENTRAL PLANT/MAINTENANCE BLDG /I CONVERT 3,591 SF OF STORAGE TO ' OFFICE Owner gA-- , . CONTINUING LIFE COMMUNITIES LLC. '- '' 1940 Levante St -S • CARLSBAD, CA 92009 . ,• •, - - • . . BUILDING PERMIT FEE ($2000+) ', . - • . •. $1,208.20 BUILDING PLAN CHECK FEE (BLDG) $838.28 COMMUNITY FACILITIES DISTRICT (CFD) FEEL NON-RES : I- •, . $268.01 COMMUNITY FACILITIES DISTRICT (CFD) FEE - RES . ,. . . -. • .. $268.01. ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL , -- .,. • - - - - $89.00 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL : - - , . $55.00 PUBLIC FACILITIES FEES - inside CFD . . . -; . . - . •• .. $4,789.10 S81473 GREEN BUILDING STATE STANDARDS FEE Q, $1100 SEWER CONNECTION FEE (General Capacity all areas) . . -, ." - ': - ' $1,354.30 STRONG MOTION-COMMERCIAL - • . -- $73.68 TRAFFIC IMPACT Commercial Industrial w/in CFD .$7,437.00 Total Fees: $16,391.58 • - Total Payments To Date: :' $16,123.57 - Balance Due: $268.01 - , •• - -, - . . .• .-,. 4 Please take NOTICE that approval of your project includes the Imposition' of fees, dedications, reservation's, or other exactions hereafter - collectively referred to as "fees/exaction.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the, - protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any ubsequent legal action to attack, review, set aside; void, or annul their - - • imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously ben given a NOTICE similar to this, or as to which the .., statute of lirriitation has previously otherwise expired. - .. ., , -. , . .-. . -.•• .. ''-S .5- -'.• .5 '.- 2- ;'', p • . . - .. - - .: -'--- .5- - . - - .4-, . 4 - • -- . - - 1. . . . ...-t_ -. •SS ' • - ':-'- - 1635 Faraday Avenue, Carlsbad, CA 92008-7314 760-602-2700 1 76.0-602-8560 f I wwwcarlsbadca.gov - 5* 1'• • FTIIF FOLLOWIUG APPROVAI.S REQUIRED PRIOR TO PERMIT ISSUANCE:. OPLANHIUG l:IEIIGIHEERIUO l:ululLoluo EIPIRE DIIEAITII DHAzMATIAPcD Building Permit Application Plan Check No. kr5lqdt of 1635 Faraday Ave., Carlsbad, CA 92008 - Est. Value 2Q01 Ph: 760-602-2719 Fax: 760-602-8558 Car1shad Plan Deposlt email: buildingcarlsbadca.gov Date (— t ISWPPP -: iw.carlsbacica.gov JOB ADDRESS - 1991 Lancewood Lane SUITE#/SPACE/UUITP APU '255 - 612 - 19 - CfI11110JECI 0 101 PHASE slop (J:iIS I, BEDIIOOMS - II H.MIIIIOOME TENAHI RUSINESS HAMS - COiSTILWPE- 000.G1s0UP - ' I - -- La Costa.Glon VB B DESCRIPTION OF WORK: lgpclsulo Square Foot of Affected Anon(s) -: -• - Expansion to the existing central plant/ - Mai ntenance.buiIding.expansion includes addition of apbrbjjjjately 842 sq, ft. over 2 stories. The exiting 2nd story use shall be changedforrn Storage to Office. . q• ro OcE ' EXISTING USE ) PROPOSED USE GARAGE (SF) PATIOS 1SF) DECKS) F) FIPLACE AIR CONDITIONING FIRE SPRINKI.ERS Office - J Storage.. YESD .N9 YES NOE YE4O APPLICANT NAME PrinrnryContsrct - : - Hector Ruvalcaba PROPERTY OWNER NAME La Costa Glen CCRC, LLC - ADDRESS 23231 South Pointe Dr.,' ADDRESS 1940 Levante St. CITY - STATE - - ZIP Laquna Hills CA. 92653 CITY STATE ZIP Carlsbad1- CA . 92009 - PHONE - FAX - PHONE FAX 949-267-1660 760-704-1011 - EMAIL - EMAIL hruvalcabaadcollaborativo.com - wardk(lacostaqlen.corn DESIGN PROFESSIONAL - Craig Chinn CONTRACTOR BUS, NAME - . -_TBD AI)DRESS 23231 S'outhPointe.Dr, - ADDRESS - ---- I - - CITY - , STATE ZIP Laquna Hills CA. .. 92653 CITY STATE - ZIP -. - - - PHONE FAX PHONE , FAX 949.267.1660 EMAIL - ., EMAIL . • cchinnadcollaborative.com . - . . , -• - . . . STATE SIC. P - STATE 1,10f . C5S - CII? BUS, LIC.lr • C-34162 nyu, luunLy vsncn luquirus U purniit W construct, snot, Improve, ocnioiisn or repair any structure, prior to IS Issuance, also requires the applicant for Such permIt to rile a slgnorl statement that he Is licensed pursuant to the pro'ils)ons of the Conlrector's License Levi IChaptor 0, conimondlngwith Section 7000 of Division 3 of the Business and Professions Codo} or that he Is exempt thorofrom, and tho basis for the alleged exemption. Any violation of Section 103L5 by any applicant for a permit subjects the applicant to a Civil Donalty of not more than flea hundred dollars 1550011. - si jx)1?I 1JI29 (5{'jll ) 1141 9C/ Y11'UOI I) Workers' CompensatIon DeclaratIon: I heteby allirnr under penalty 0! crjiw,' one of fIre fo'lowirlg declaraUons: - - I have ant) wIll nralntaln a certlflcefe of consent 10 solf.lnsure for workers' compensalon as provided by Section 3700 of the Labor Code, for the performance of the work for Mrlch this permit is Issued. I I have and will nralntaln workers conrpenoatlon, as reouired by Section 370001 the Labor Code, for the performance of the work for puck INS permit Is Issued, My workers' compensation insurance coiner and policy number are: Insurance Co. - IbID - - P017cy No. - . • Exp'rafon Dale - - This section need 001 be completed it the permit is for one hundred dollars ($100) or loss. Cerllllcole of ExemptIon: I cerfy that In the performance of the work for which this perinil Is issued, I shat not employ any person In any manner so as 10 become suboc1 to the Workers' Cc6pensatlon Laws of Callorvia. WARNING: Failure 10 secure workers compensnflon coverage Is unlawful, and shall subject an employer to criminal penalties and civil lines up loose hundred thousand dollars (&I0,000), In addition 10 the cost of compensotlon, darn-ages as provided for In Section 3706 of the Labor coda, Interest and attorney's foes, )~ CONTRACTOR SIGNATURE , - - - - CIAGENT - DATE - Will 04. :'_ - . - -. -. . .7 •-. - .• '-- - ,, -- - .- . . . I hereby aflirslr that lom oxeiripf frwrr Contractor's License Low for the lol.'o:vinq reason: - - - Ian owner of the properly or nip employees With wages as theft solo compensation, silll do the work and the structure is not blended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of properly who builds or Improves thereon, and who does such work himself or through his own employees, prodded that such ImprovemonIs are not intended or offered for salu. II, lrowuver, the tinkling or Improvement Is sold wIlrin one years) conrplellon, the owner-builder ivi:l have the burden of proving llral he did no[ bud or Improve far the purpose of sale). - - - [] 1. as owner of the properly, enr exclusively contracting with fcensed contractors 10 construct the pr00c1 (Sec. 7044, Business and ProfessIons Code: The Contractor's License Law does not apply loan owner of properly who builds or Improves thereon and contracts for such proecIs v/lb conlraclor(s) Iconsod pursuant 10 the Contractor's LIcense Law). • [J I errs exempt under Section ______________8usnes5 and ProfessIons Code for Ibis reason: ' - - • • ., I. I personal;y plan to provide the maor labor and materials for construction of the proposed properly Improvement. ljYes Dtto • - '. 2. I (have / have not) signed an application for a buildng permit for the proposed work, -. - - 3, I have contracted will) Me following person (firm) to provide Ore proposed construction (include name address! phone I conlraclors' Iconso number): • - - • 4. I plums to provide pomfons of the vomk, bull have hired the following person 10 coordinate, supervise and provide the inaor work (include name / address ! phone /contractors' Icense number): 5. I will provide some of the work, but I have contracted (hired) the followng perons to provide the tromli bedioaled (include name /address I phone I typo of work): SPR0PERTY OWNER SlGNATURE • 7I (AJ •-- - ]AGENT ' - ' DATE 1 in COMPLETE THIS SECTI ON FOR NON-RES IDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the 'Presley-Tanner Hazardous Substance Account Act? Yes / No - Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes /,No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No 4 1 . - .. IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ------ IFLen7deesName that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). . Lenders Address . I APPLICANT CERTIFICATION I certifythatl have read the application and state that the above Information Is correct and that the infomiation on the plans isaccurate. I agree toiximptywith all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upori the above mentioned property for, inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD' AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An 051-IA permit is required for excavations over 5' deep and demolition or cnstniction of structures over 3 stones in height EXPIRATION: Every permit issued by the Building Official under the provis nsof this Code shall expire by Imitation and become nut and void if the building or work authorized bysuth permit is not commenced within 180 days from the date of such permit dagor work autho i bsu permit is suspended or abandoned at anytime after the work is commenced fora period of 180 days (Section 10644 Uniform Building Code) .JKAPPLICANT'S SIGNATURE DATE -, -- . . . . . .. .. I .j..• ' . ••-. -. - STOP THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection CERTI FICATE .AZIg.. 1I'J Fax (760).602-8560, Email bulIdIng(CarIsbadCa gov or Mail the completed form to City of Carlsbad Building Division 1635 Faraday Avenue Carlsbad California 92008 CO# (Office Use Only) CONTACT NAME .- - - . • . - OCCUPANT NAME . . - . ADDRESS , BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP - . . . . Carlsbad - . !. • CA . .: -PHONE - FAX - - ., - . r .-. --, .•.. EMAIL - . . OCCUPANTS BUS. LIC. No. . • ' DELIVERY OPTIONS PICK UP CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg., i) MAIL TO CONTACT (Listed above) OCCUPANT (Listed above) ASSOCIATED CB# CONTRACTOR (On Pg j) NO CHANGE IN USE/ NO CONSTRUCTION I MAIL /FAX TO OTHER: CHANGEOF USE/ NOCONSTRUCTION APPLICANT S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 09/01/2017 Owner: - CONTINUING LIFE COMMUNITIES - LLC Work Class:- - Addition Issue Date: 11/22/2017 Subdivision: CARLSBAD TCT#92-08 GREEN - VALLEY Status: Closed - Finaled . Expiration Date: 10/17/2018. Address:. 1991 Lancewood Ln Carlsbad, CA 92009-6826 IVR Number: 6123 Scheduled Actual .. Inspection Type Inspection No. Inspection Status Primary Inspector, - Reinspection Complete Date Start Date - Checklist Item COMMENTS Passed -. BLDG-Building Deficiency - - - Yes I I. 05/07/2018 05/07/2018 - BLDG-Final 057163.2018 Passed Paul Burnette , Complete - Inspection • - - Checklist Item COMMENTS - Passed • BLDG-Building Deficiency . - Yes - -BLDG-Plumbing Final • • '• • Yes - - BLDG-Mechanical Final . - Yes - • -• - r - BLDG-Structural Final - . Yes •• BLDG-Electrical Final • . •-- . • Yes U - I - - •- - --•-- - r '-• I • -- . • - / -. -I. I - • - - - - .• • • 4 - - t • ' I 1 • 9 - - - I -J May 07, 2018 I Page 3of3 Permit Type: BLDG-Commercial Application Date: 09/01/2017 Owner: ,CONTINUING LIFE COMMUNITIES - • LLC - ... '.. I; '.•'. .- Work Class Addition • Issue Date 11/22/2017 Subdivision CARLSBAD TCT#92 08 GREEN VALLEY Status Closed Finaled ., Expiration Date 10/17/2018 Address:..1991 Lancewood Ln 51. Carlsbad, CA 92009-6826 I IVR Number: J 6123 . .. - Scheduled Actual Inspection Type Inspection No. Inspection Status, Primary Inspector. - • Reinspection Complete - Date Start Date 43 Checklist Item COMMENTS ' Passed BLDG Building Deficiency Yes * l BLDG Building Deficiency Not per plan £ - No I : t. 03/29/2018 03/29/2018 BLDG 16 Insulation 053215 2018 Partial Pass Paul Burnette..,,. Reinspection Incomplete Checklist Item COMMENTS -' 3 .- Passed. - BLDG-Building Deficiency . . . . . I No 03/30/2018 03!30/2618 'BLDG-16 Insulation 053323.2018 . . • Pissed Tim Frazee - .. . . - f Complete - . Checklist Item COMMENTS . . . .. .. . Passed •.,. . BLDG Building Deficiency Insulation in 1St flor ceiling and 2nd floor Yes - , . . . shear walls OK to cover, gas line test OK @ - 15 lbs BLDG 23 063322-2018 - - . . Passed Tim Frazee .• Complete Gas/Test/Repairs Checklist Item . COMMENTS . . •.. . - Passed BLDG-Building Deficiency ... - • . - Yes 04/02/2018 04/02/2018 BLDG 15 053481-2018 1 Passed Paul Burnette Complete '-Roof/ReRoof (Patio) - . .- . . . . . - ••_••••/,i - • - - - .-• .. L -' - Checklist Item T COMMENTS. . . . Passed BLDG Building Deficiency - Yes 04/04/2018 04/04/2018 BLDG-17 Interior 053815.2018 " Pissed . Paul Burnette • .. .. . Complete Lath/Drywall • . 11 / -'- • -'/ I • • / ••• . 'C . . .. -.-3- - • -..,-• . . • - - . Checklist Item .. i COMMENTS . . . ..-.. . Passed BLDG Building Deficiency . Yes 04/18/2018 04/18/2018 BLDG 85 T Bar 055308 2018 Failed Paul Burnette 1Reinspection Complete Ceiling Grids, Overhead - 4 1 - *• . Checklist Item I- . COMMENTS . . . .. .. . Passed BLDG Building Deficiency ' , No BLDG-14 f - f No Frame-Steel-Bolting-Welding (Decks) •• - - - .- BLDG 24 Rough Topout -. No BLDG-34 Rough Electrical 1 • -. . . • No BLDG-44 / No Rough-Ducts-Dampers 04/20/2018 04/20/2018 BLDG-21- 055664-2018 'Passed Paul Burnette . • Complete Underground/Underf , - lo or Plumbing 4 -- - .- , , •*- . - - 1 -- . •.,, - .. . • • - -- . - •-.- • :-- I -- - . - . - - -- •- - - .. -• May 07, 2018 Page2of3 Permit Type: BLDG-C9mmercial ,. Application Date: 09/01/2017 .Owner: CONTINUING LIFE COMMUNITIES V / - LLC V r.. Work Class: - . Addition Issue Date: . . 11/22/2017 Subdivision: - - CARLSBAD TCT#92-08 GREEN • '. ' - V. VALLEY Status Closed -,F a*. Expiration Date 10/17/2016 Address 1991 Lancewood Ln Carlsbad CA 92009 6826 IVR Number 6123 Scheduled Actual'. . . Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 01/11/2018 01/11/2018 BLDG-SW-Pre-Con 045652-2018 Passed Paul Burnette Complete ChecklistItem COMMENTS Passed BLDG Building Deficiency Yes - 4 V, •, 4V_,S V 02/08/2018 02/08/2018 BLDG 11 048223-2018 Passed Paul Burnette Complete Foundation/Ftg/Pier 's(Rebar) Checklist Item COMMENTS . V ' ,.... Passed : BLDG Building Deficiency Yes 03/02/2018 03/02/2018 BLDG-1 3 Shear 050422-2018 ' Failed Tim Frazee ' . Reinspection Complete V Pañels/HD (ok to . V V V A. 4. 4 1 Checklist Item ' - COMMENTS. . - Passed, BLDG Building Deficiency kYes BLDG 14 050421-2018 Failed Tim Frazee Reinspection Complete Frame/Steel/Bolting/ Welding (Decks) V • V , I V ' Checklist Item COMMENTS .' V V Passed .I BLDG Building Deficiency Need special inspection for shear walls No V . - _ - V' V, VVI 03/07/2018 03/07/2018 BLDG 16 Insulation 050901-2018 V Partial Pass Paul Burnette Reinspection Incomplete V • Checklist Item ' COMMENTS.......V.V . V t- Passed BLDG Building Deficiency ( - No ,. 03/14/2018 03/14/2018 BLDG 17 Interior 051729-2018 .j Passed Chris Renfro Complete V Lath/Drywall .. V •, V - • V V V V V , Checklist Item V ' COMMENTS - . . . V V Passed - BLDG Building Deficiency $ Yes 03/20/2018 . 03/20/2018 ' BLDG-14 052141-2018 V Failed Collins ,Michael Reinspection ' Complete - V - Frame/Steel/Bolting/ V 8 , Welding (Decks) V V , • • 'V V ' - V V ( V4 I I Checklist Item COMMENTS Passed $ V4 BLDG Building Deficiency Not ready 8 No BLDG Building Deficiency Need special inspection for shear walls No 03/21/2018 03/21/2018 BLDG 15 052403-2018 Failed Michael Collins Reinspection Complete Roof/ReRoof (Patio) I 4 . Checklist Item - • COMMENTS . 1 - - . - - Passed • BLDG Building Deficiency Not per plan No V V 8 V V - VV8 • - 4 '• -V., • -. V. 03/22/2018 03/22/2018 BLDG 15 062527-2018 Passed Michael Collins Complete Roof/ReRoof (Patio) - - • VV . -- V • V • - - , - V V , V. V May 07, 2018 Page lof3 - , .•/. •, V / - I REGISTERED INSPECIOR'S pAILY REPORT- Dáté W6/2 i TYPE INSPECTiON ['ieInforced Concrete [J structural Masonry. []Post Tensioned Concrete [poxy Anchors REQUIRED iobMdress - trtctQi.& Ck11 C4 lob Nm. Coc+ü dCA) nilumbor 1Stiune L Abc-.. Mo1al D(type waft wJr) c .. 2v-'—'. .-. WIWAM K. WITK(YtNSKT , I INSPECTION SUMMARY LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECT; JOB PROBLEMS;' PROGRESS, REMARKS, ETC, INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WBD MADE H.T. BOLTS TORQUED) CHECKED, ETC - - coizci /7O o//L pcc( 4,e4 touoto' T2-x-r c o 2-14L S at Sis VS d x-P.e, S P 0 r & OF - - - - SAMPLES CONCRETE MORTAR GROUT 81 Locic PRISMS - DENSITY PAID IN FULL: t. LiAC CERTIFICATION OFCOMPUANCF— To the best of myknOwlidge. .71MEIN - TiMEOUT REGHOURS - OT,13X OT 2X - all of the reported work, unless otherWle noted, is in co nianceiiththeapprOvedplans,specifications, and' - .• .,.- - - applicable sections of the governing building l All inspections based on a rnmimum of 4 hours. OvA hours = 8 hours rninimur. Anyinspectionsexten n9pst)3bon jf1bé.charged asafl 8 WIWAM K. wm(owskl;5, ial Inspector hournimum. 7 __ -. . .. .- .- PRCrSUPERrENDENT. signature o75pial Inspeor CWatIen Number ............... - p I Vt - V.- ¶4 4V TESTING SERVICES 3030 Main Street 111 ''• & San Diegb, CA 92113 INSPECTION, INC tsego I iii V •. - fax (619) 234-4931 "A Quality Assurance Firm" tsi9211 3yahoó.corn REPORT OF COMPRESSION. TESTS Prject Nme: LA COSTA GLEN Project Address: 1970 SILVERLEAF dR. CARLSBAD, CA 92009 V .• - Permit Number: CBC2017-0467 Architect: - Engineer: - . V Plan/File Number: - V V Contractor: 2— MEN V - Contractor Doing Reported Work: HAUGLAND AND SONS CONSTRUCTION V V t Other: /12/18 Time: - 10:30 AM V 164294 Load No.: V -: #254 V V - Concrete Temp.: V V V 72°F V - 5!! 4 - OLD V V I064,T309) E3 MAKING & CURING CONCRETE IN FIELD (C31,T23) ) (C173) 0 UNIT WEIGHT, YLELD,(C138,T121) - in Lab: 2/13/18 Date Issued to Client: 3/14/18 V Max Load Compressive .. Type of Pounds - ' StrengthPS1- Fracture (nearest 10 psi) - = 90100. 3190 A' 120200 V 4250 A 115900 V V 4100 A V Lab Use V -. Cone & Cone - Shear ,Columnar Shear - - ypés of FI:actures per ASTM C39 Ll cc;EJ FIJ IP.1SPECTIDJ9 7 -846-1464 60 PO Box 900864 San Diego,CA 92190 WWW.AccuTechSD.com I JBietz@AccuTechSD.com PBDVIDED SPECIAL INSPECTION SERVICES FOR THE FOIIUNING: El CONCRETE ,[--] MASONRY fl FIREPROOFING 0 STEEL PSSABLY/WELDING 0 EPDXY ANCHORS/DOWELS SHEAR WALL FB1MN3 SYSIEM * I El DATE: 1 0 TESTING/SAMPLING I El OTHER: PIOJT: BLDG PERMIT: 0.FILE: ,DD?ESS: "A ( OWNER: K x 3otL3c, L,c* ADDRESS: C ARCHITECT: ffJ( TIME IN: our: 'TIES:ENGINEER: MATERIAL: I'P1CIOR: - I44t) SuaxwrRAcIOR: - AP"4, (S's. k1LL 4> 'Q,ez I, A8' - ' 1$o (( 4> we-v-'110.1 Del e '/ (Z' * — '53F_ sc c) ji1 e. Tyl z -. L7cX!O LiJC- A IM 9 N Vk I WIN N A' AV -. '1\O *— — SPECIAL INSPECTION DOES NOT RELIEVE THE OWNER, CONTRACTOR OR BUILDER OF THEIR RESPONSIBILITY TO PERFORM ALL WORK PER THE APPROVED PLANS, SPECIFICATIONS AND APPLICABLE BUILDING CODE. FOR ANY -CONFOP"UFO ITEMS PLEASE SCHEDULE FOR RE- INSPECTION. ALL FORK PERFORMED IS BILLED IN 4 HOUR ]NRENFNTS ARDINS 10 CUR CURRENT RATE SCHECULE. I AGREE TO INDEMNIFY AND HOLD HARMlESS THE INSPECTOR AND AJTEOH AFEORnZ.BIE INSPECTIONS FOR ANY AND ALL DAGES WHETHER ACCIDENTAL OR INTENTIONAL. I WILL PAY FOR ANY AND ALL ATIORNEY AND COURT COSTS. I WILL PAY FOR ANY AND ALL JUDGMENTS BPCUGHT AGAINST THE INSPECTOR AND/OR ACOtYI'ECH AFFORDABLE INSPEOTIONS DUE TO ANYTHING RELATED TO THIS PROJECT. INSPEOTOR: OWNER: DICE: SIGNATURE:j 7j ATE: CONTRACTOR: ¶f ( DATE: CERTIFICATION: - t 4- 4 EsGil Corporation • : -. ., -: In (Partners/up with çovernment for Buz(iing Safety '- -. 4 DATE: OCT. 05, 2017 '. -Y- - "- .,, APPLICANT JURIS - - JURISDICTION PLAN REVIEWER 1FILE PLAN CHECK NO CBC2017-0467 ., ' SET 11, .. * 4 4 4 t_ 4 PROJECT ADDRESS 1991 LANCEWOOD LANE .4 4- PROJECT NAME: CENTRAL PLANT & MAINTENANCE BLUILDING ADDITION - The plans transmitted herewith have been corrected where necessaryand substantially coñiply. - with the jurisdiction's building codes El 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. LII The plans transmitted herewith have significant deficiencies identified othe enclosed check list, and should be corrected and resubmitted fora complete recheck. The check list transmitted herewith is foryour information The plans are being held at EsGil Corporation until corrected plans are submitted for recheck .. .............................................................4 - applicant's copy of the check list is enclosed for the jurisdiction to fcSrward to the applicant, cntact.person. - -. --.- ---. The applicant's copy of the check list has been sent to EsGil Corporation staff did, not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the pplicant that the plan check has been completed. Person contacted: Hector Ruvqba -: Telephone #: 949-267-1660 . -. Date contacted: (by Email: hruvalcabaadcolIaborative.com- - Mail Telephone Fax In Person , Liii REMARKS I - By ALl SADRE, S E Enclosures'. ' 4 EsGil Co'rporation / E GA E EJ E MB El PC 9/28 .- 9320 Chesapeake Drive, Suite 208 *,San Diego, California 92123 *,(858)560-1468 • Fax (858) 560=1576 -- - - - 44 . - .,. -, •. •.•4. - -- .- 4 ., ) 7 -. - -- 4 •.• -, f - 4 4 - - - A. EsGu lCorporatlon a a - • In (Partnership with çovernmentfortBui(tuing Safety DATE SEPT 19,-2017 - ' 'I L APPLICANT • - ' • I JURIS. ,.•4 .. - JURISDICTION: CARLSBAD . '- ! PLAN REVIEWER FILE PLAN CHECK NO CBC2017-0467 SET I PROJECT ADDRESS 1991 LANCEWOOD LANE PROJECT NAME: CENTRAL PLANT & MAINTENANCE BLUILDING ADDITION • The plans transmitted herewith have beencorrected where necessary and substantially comply with the jurisdiction's codes' El 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 Iq FT The plans transmitted herewith have significant deficienciidentifièd on the enclosed check list, and should be corrected and resubmitted for a complete recheck a - - -•; I The check list transmitted herewith is for 'our information: Th6 plan's'are being held at EsGil Corporation until corrected plans are submitted for recheck. •.. .' .• -1 F . The applicant's copy of thecheck list is enclOed.for the jurisdicti6n to forward to the applicant contact person — — 4 The applicant s copy of the check list has been sent to EsGil Corporation staff did not advise the applicant that the plan check has been completed:. EsGil Corportion staff did advise the applicant that the.lan check has been completed. Person contacted:. Hector Ruvalcaba .' . '-Telephone #: 949-267-1660 Date contacted -7 (b44) Email hruvalcaba(adcollaborative corn ail T&erhoneVV) Fax In Person * RE 41 By ALl SADRE, S E - Enclosures EsGil Corporation' LI GA EJ LI MB [I PC 9/06 I a RE $1 •• 9320 Chesapeake Drive, Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 r r - • . ., ;- a • . .. . -I I - . 'a. • •-' .• • . * 4 -•4S.. .-: t4 4- 'U 4 CARLSBAD CBC2017-0467 -S ' SEPT 19, 2017 5, . - - : - . -., 5_. .5- .. • .$: - -( 4,.- GENERAL PLAN CORRECTION LIST4 .. ., - .4- JURISDICTION: CARLSBAD .: eLAN CHECK NO.:4 .CBC2O17-O467 PROJECT ADDRESS 1991 LANCEWOOD LANE ' CONSTRUCTION = V-B; USE = OFFICE; OCCUPANCY---' B; STORIES = TWO; SPRINKLERS = YES, ADDITION = 842, EXISTING = 8,863 DATE PLAN RECEIVED BY .:'.-' DATERE\:IIEWCOMPLETED:' ESGIL CORPORATION: 9/06 - 4-. . SEPT. 19, 2017. 4 • REVIEWED BY AL! SADRE, S E 44 FOREWORD (PLEASE READ):,.. _4._ * A This plan review is limited to the tech'nical réquiremehts'c'ontained.in-th'e 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, modificatioh or change. Al! iteffig must be. satisfied before the plans will be in conformance with the cited codes and regulations.5 . .The approval of the plans does not permit the violation of,any state, county or city law.. '. . GENERAL -S - . S , •. 45 --5 -, - 'l' - - . - 4- , ••••• S.. 1. . Please make all corrections, as reqüésted in the correction list. Submit FOUR new - complete sets of plans for commercial/industrialprojects (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 4- j and Fire Departments. . • - S . ' . -• 2. Bring TWO corrected set of plans and calculations/reports to EGil 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 - .• "• .- - -. . 4* , 5•1 ,', .4 NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning Engineering and Fire Departments until review by EsGil Corporation is complete. 4 4. - 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. 4I •: . 45.' _ -' , - - •. . •• .4 - -- . -' .5 ' ' ' 5.. 4 ......... • . 4 4 . .-- 4 S - ' r CARLSBAD CBC2017-0467 SEP'F. 19, 2017 . '.. 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 s , PLANS A reminder that the updated plahs'&lst page of anyrevised calcUlations should be stamped and signed by the project architect & or enginer, . responsible for their preparation. CA Business & Professional Code. .. . ' .. 5 Please revise the Sheet Index to match the content of the plans including P/M/E 6 Section 1/A6.2, as referenced on elevation plan, as per 11A4 Js incorrect 7. Section 21A6.2, as called out oneIévation plans, as per 31A4.'l, is incorrect. 8. . The upper (3) windows are missing on elevation 3/A4.2, top-right corner, as per .-. . -. floor plans. . . . . . - ,.•. .. 9. Robf mounted equipment must be screened and roof penetrations should be minimized (City, Policy 80-6).. This applies, if there are any equipment on the roof. 10. Please provide notes on the plans to show the suspended ceilings in Seismic Design Categories D, E & F. comply with ASCE .7-10 Section 13.5.6.2.2 as follows: Please update the notes'on 11A10.3. accordingly: ,• All ceilings shall use a Heavy Duty T-bar grid system - -. The width of the perimeter'supporting closure angle shall be not less than? inches. c)- In each orthogonal horizontal direction, one end of the ceiling grid shall be attached to the closure angle •. The other end in each horizontal direction shall have a 3/4 clearance from the wall and - shall rest upon and be free to slide on a closure angle or a listed assembly. Ceiling areas over 1,000 ft.' must have horizontalrestrairit wires (typically restraint would consist of four 12 gauge wires splayed 900 to each other and sloped 450 to the horizontal, • spaced 12" o.c.). '. . . -.- :. •- . . - . Ceiling areas over 2500 ft .2 must have seismic separation joints or full height partitions Ceilings without rigid bracingmdst have 2" oversize trim rings for sprinklers and other - . . . ceiling penetrations. ... •. . .. •' . . . . , . . - - •..,. . . STRUCTURAL . ,.. .- - -,- 11. -, The-City Policy requires a soils report for this project. Alternatively, obtain buildin official's waiver, prior to resubmittal. -. [Otherwise, do not resubmit without a report]. . • .- , . . " 12. 'Nails for shear transfer cohnectiàn (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written.. 1 . approval from Trus-Joist Macmillan is first obtained. Nails may be driven perpendicular to TJI flanges. Please clearly note this on plans. City Policy. .., , • - -, , . . . . . . -• •._4•• ' 4 5•._• Ut - . .., U - U , " CARLSBAD CBC2017-0467 . 4 SEPT 19, 2017 4 13 The City Policy requires that their Special Agreement From be cmpleted for this project This Form is available at the Building Department 14 U U, .4t . ,. •UtUU * Please show the location and weight of all HVAC equipment oi the proof framing plans L UU - •' 15 Please indicate where Fl &F2, as per footing schedule, orf Sheet SO 1,, are called out on the foundation plans 16 As per calculations, the SW's are ,Type #5, as opposed to #4, as noted on plans, for the upper.level. U U . . . U U U UUI -: 1.7. F 'U, Please provide connection .deta!ls: and references .on,.plans, for the t HVAC equipment on the roof. - ..- - , U 4 U •, - U. - •4 U.; U • U . - I .. •,UU • *. ,nC' •. .. - . •'UUUU' U UU U '• 'U U U 18. Please update the reference from the 2013 CBC, t6the 2016 CBC, a&noted on . Sheet SN2, under CONCRETE .4 19 Please clarify "Paso Robles", as noted under Jacking Forceson Sheet SN2 U,U U .,, -. .. ' 20. ' U- '• UU •t U, U - , The following design loads shall be 'clearly indicated oh the construction. •• U U ' documents. (Section 1603.1): Please add to' Sheet SN1, under Desiqn Loads:' ' U U . Response Coefficients CS (Each Direction) .4. 21. It is'nOt clear why the stairs arelisted under Deferred'ltems,'-on'USheetSNi. [As- per architectural plans, they are existing to remain].. '.UUt 22 Where are details-'l,,2 & 3/SD5 7, as called out on the Shear Wall schedule, as per 4/SD5 4, under keynote #197. - 23 Please specify the lengths of the CST straps, on Sheets S02 & S03, between new & existing construction, in the long direction U 'U , U U , U, •,4,U . ,.-. U U, U U U ' 24. . U - ' , ' U,' ,, U I ,, U •U U •_ '' UUA reminder that the project engineer needs, to stamp and sign the structural - '.,, 'U' plans, unless they were prepared under the direct supervision of the architect!'", CA Business '& Professional Code U' F. . MISCELLANEOUS -25. - - - -. : -'. Please see attached for theHC & P/M/E items.. . U . U- .: t . , •' ... U U U, U 'U .0 U ' - U '. ,U 4 ,,. •U UU . U 'U.4. UI ••-U 26 The jurisdiction has contracted with Esgil Corporation located at 9320 U, U Chesapeake Drive, Suite 208, San Diego, California 92123;'télephone number of 5 , 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please-contact ALl SADRE, S.E U' U atEsGil Corporation. Thank you. . - , .U, 4 •. U - U U '• - H,. •U' -, 'U ' *, •UU ,,,.., ''U ,, - U'.---- - , U : , , U U U, • ' ' U U • " _,•U ... _ . - •U ..4 ' . ' "' UU * ' CARLSBAD CBC2017-0467 SEPT 19,2017 -3 DISABLED ACCESS REVIEW LIST r DEPARTMENT OF STATE ARCHITECT - TITLE 24 The following disabled access items are taken from the 2016 edition of CaIifonia Building - Code, Title 24. Per Section 1.9.1, all püblicly3and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities .......•., .," 3* ..* . SINGLE ACCOMMODATION FACILITIES 33- - Please revise detail 231A0.1 as follows a) . A clear space in front of the vater closet measuring 60" wide by 48" in front. Section IIB-604.3.1: * 3 - 1) Please notice that th 28" clearance required-inthé previoii code - (between the water closet and the lavatory) has been changed to a 60" clearance as shown in the figure -3 - CENTERLINE CENTERLINE OF OF FIXTURE - FIXTURE -3 ... •1- - -17"-18111 M1N 28"MIN FLUSH TOEDCE orwATcr ACTIVATOR . CLOSET . . .'. SIDE / . / . ON WIDE . . /• - . .- .. - I 00 441 4 ...-. .3 : . r- ______ 32" MIN' • - (-' CARLSBAD CBC2017-0467 -• SEPT 19,2017 ( PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen - - - I MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) 1 Provide smoke detection in the supply air duct of an "air-rn cving system' for required shut-off of equipment for4smoke control: CIVIC Section 608.1 (Second floor, check both the existing and he unit for compliance.). y - - - •• - PLUMBING .(2016CALIFORNIA PLUMBING CODE) :- ELECTRICAL (CALIFORNIA ELECTRICAL CODE) ENERGY (2016 CALIFORNIA BUILDING ENERqY STANDARDS) 1 PLUMBING, ELECTRICAL, and ENERGY are all fine as submitted Note: If you have any questions regarding this'Electrical,-Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at.(858) 56071468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans: ' - • - • 4 4 4 I 4' -• • -- 1 • -- -- 4 I 4-- 4:.. I ,' Z 4 4 4 4- 4 4 . • - -.4 '- 4. .- . . 4 .4' - -' . . ¼ ,_• . • '4 - •-. - -I -4- • "4. -. BUILDING. PORTION . AREA ..- ( Sq. Ft.) Valuation Multiplier. Reg:, Mod: -' VALUE ($) 1 . BUILDING ADD. 864 • . . ___________ \ . T. 1. :4:., . 3591 . • - . : Air Conditioning •. Fire Sprinklers - TOTAL IVALUE . . 260,691 MR A 1 .. .. - r • - - . -r - - - -, - - . CARLSBAD CBC2017-0467 SEPT 19, 2017 - 4 fDO NOTPA Y— THIS IS NO TAN INVOICEJ - -< - - - - VALUATION AND PLAN CHECK FEE :' -- • JURISDICTION CARLSBAD PLAN CHECK NO CBC2017-0467 - -- 4 - -. • • _\ - - PREPARED BY AL! SADRE, S E , DATE SEPT 19, 2017 , BUILDING ADDRESS 1991 LANCEWOOD LANE I t , t BUILDING OCCUPANCY B/V-B, SPR Jurisdiction Code CB By Ordinance • - . - •- • $9 611 Bldy Permit Fee by 0rdiance I $778 Plan Check Fee by Ordinance I I z ' Type of Review Complete Review U 'Structural Only I 4 • .- D- Other, - DRepetitiveFee 4..-' I1 Repea 'Ho Hr. @ * EsGiIFOO $682641 - . - . . - 4 . 4•4. -, - 4 I -Comments.. 8 • 1 - - 1Sheet 1 of 1 ' I macvalue doc + + 1 , 441 4 I • . . '. .. ... .• - - - • t •, _ .. . . ,- * 4 .4 • . - -- . 8 - - - -4.---., -- 4 4 1 l / S. Vfr •4V U Vi /V -; -• ; - -, J-.. - , LA COSTA GLEN -4 -. -1 r , Project No 1709 03 Package For Plan Check V., t.V V •V• •U • - Prepared Sep 22, 2017 El ir - •' t ?.'t U STRUCTURAL V -- - 'NGINVEERING V U V U CONSULTANTS NIC Consultants . www.NIC-ENG.corn 23 Corporate Plaza Dr., Newport Beach, CA 92660. - P. (949) 629-2529, F. (949) 6292501 , V c&2O17 I •.. .4_. , - .. * .5 J YV - - - :.-. •- -" FPIJ NiC Project No. 170903 La Costa Glen, Central Plant Addition Permit No CBC2017-0467 2nd Submittal Pakage, Response to 1st Plan Check Comments - 5 .• 0• - I • Structural Comments ,. - 11. The City Policy.requirés a soils report for his project. Alternatively, obtain building official's waiver, prior to resubmittal. [Otherwise, do not resubmit without a report]. Response There are original and supplemental soil reports for this site These will be included in the 2nd package .2 S 12. Nails for shear transfer connection (usihg A35's, etc.) may not be driven parallel to the flanges of Til's (i.e., along the sides), percity policy, unless specific written approval from Truss-Joist Macmillan is first obtained. Nails may be driven perpendiculartoTJl flanges.. Please clearly note this on plans. City Policy. -- •..- - .- Response: The notes are added on related plansand details for TJl. Please refer to the . revised drawings - . The City Policy requires that their Special Agreement From be cdmpleted for this project. •- This Form is available at the Building Department Response: The required form in added.to the set (Sheet SN2):Please refer to the updated drawings. Please show the location and weight of all HVAC equipment on theroof framing plans.' Response: There is no rooftop equipment. The only added piece of equipment is a heat pump on the 2 floor of the existing plant. The anchorage for this unit is added on our. set (detail 20 on sheet SD5.2). . . . , 7 -5 •• ._ I. . Please indicate where Fl & F2, as p'er footing schedule, on Sheet. S01, are called out on the • - . . -. foundation plans. . 7. • Response: These footing pads were listed from previous approacft which no longer are needed. These are removed from foundation plan. Please refer to the updated set., - 16.; M per calculations, the SW's are Type #5, as opposed to #4, as noed on plans, for,the upper level. . . Response: The calculations were conservatively based a shorter length of walls. In order to be consistent, however, the nailing schedule on plan is revised to reflect heavier nailing per calculations 17.' Please provide connection details and references on plans for the HVAC equipment on the roof. Response: The only added unit is a heat pump within the existing building. Detail for - r .anchorage of the unit is provided on 20/SD5.2.Supplemental calculation are provided, as :- • •• well.- • . . ,. - - •. 1 P - .• '-. . - . - " 1' .7.,. NIC'Consultants . www.NIC-ENG.com' 23 Corporate Plaza Dr., Newport Beach, CA 92660: - P. (949) 6292529, F. (949) 629-2501 t - - - -, . . • . -- ; •-, . - .5 • , - . . ... •• ._ -. . - . •• '7 -. 7. . ... -- - - , s. •, . -- •• .5' 4 • - . • . I - '7.5 IS • a 51' •-'5• 5. -. • - .I - _ ,• -I.- 5 S .fr 4 '5 -• - - I. • . - ., .- .• .-_ . . • -- (S., .- •._ _..•4' .. I ITRUCTURAL NiC Project No 170903 , ' ' ., La Costa Glen, Central Plant Addition Permit No. CBC2017-0467 1 2nd Submittal Package; Response to 1st Plan Check Comments 4 •t S . .. •..--. ,. ' 4 18. Please update the reference from the 2013 CBC, totle 2016 CBC, as noted on Sheet SN2, .' under CONCRETE. - . Response: The reference is corrected. Please refer to the revised set of plans. Please note that the provided Post-Tension notes on this.project are for info and not applicable. . 19 Please clarify "Paso Robles", as noted under Jacking Forces, on Sheet SN2 Response:The reference is deleted: Please see updated shéet. ,,. 'V 20. The following design loads shall be clearly indicated on the. constructiOn' documents. (Section 1603.1): Please add to Sheet SN1 under Design Loads Response Coefficients. cs (Ech Direction). - '-•; . - • P Response: The required data is added to the plans. Please réfe(to the updated. . sheet SN1 of the revised package. •. . ,• - .4 . . -r- 0 • V - -. . •c-, It is not clear why the stairs are listed under Deferred Items, on Sheet SN1. [As per V• - architectural plans, they are existing to remain] Response The stairs are no longer within the scope of work for this addition. The - reference is removed Please refer to the revised set of plans Where are details 1, 2 & 3/SD5.7, as called out on the Sher Wall schedule, as per 4/SD5.4, under keynote #19? . . .• Response: The reference to those details are removed and replaced with a note. Please refer - totheupdáted plans. - - S. •t•, S-V •.S • .4i 5 -V '23.,Please specify the lengths of the CST straps, on Sheets S02.& S03, between new & existing construction, in the long direction. V ., Response: The lengths of straps are added on the revised plans. Please note that the addition is not attached to the existing building S ., . ,, • - V:.., - 24. A reminder that the project engineer needs to stamp and sign the structural plans,, unless •.. . they were prepared under the direct supervision of the architect' CA Business & Professional Code.' V •V , *••- . . :-. , • .. . Response The title block is revised to reflect the designer info All sheets are signed and stamped as instructed Please refer to the updated set of plans '4 V ••• .,--, .- .4 VS V V S. S • ,. . •,V ,• 4V tV' '- -V 0 5. 5'- - . V. , V • • •;, •. 4 5 5 V_VS NIC Consultants V • . 'V V • V • www.NIC-ENG.com 23 Corporate Plaza Dr Newport Beach CA 92660 P (949) 629 2529, F (949) 629-2501 -.4 1 V - • V 4 - . 'S - - • .: - ... -V' • - 5VVV - V .• .- -V.49 V - - - V . S V ' •5•.SV VV]• - i .'V V • - . . 141 4 . V •S ,4 • " .SOPCV UNIT. • ,' 0. ' '. -' "' L fM p Access /ondenser IN - C C Water Out - •'-- __j N iAonenser Waterin [I 1 Condensate J rr , J .. B Left Hand Return Right Hand Return Return Air (Filter) View p I A Blower Blower Access .- 18" Minimum 24" Optimum Compressor Access and Electrical/Control Access : - _..- '.• - - ' .-' - Compressor _- 24" Minimum " - 36 Optimum LEGEND- , R/A - Return Air, "A *- Electrical fl I C. -, 1" Control ' '4 Box Front ofUnit Service Clearances -3 50PCV007070UNITS .A B C D E I F G H '.1 K M N P SOPCV CONDENSER RECOMMENEDED LEFT 77 UNIT WIDTH DEPTH HEIGHT DISC. DISC. CABINET EDGETO SIDE WATER WATER CONDEN. SATE DUCT FLANGE RACK CONNECTIONS NOMINAL FILTER SIZE t DEPTH WIDTH DISC. TO DISC. INLET OUTLET DRAIN WIDTH HEIGHT HEIGHT FPT SIZE 007 19.0 19.00 24.25 10.0 8.0 4.5 9.3 2.44 9.68 13.87 16.0 - 8.0 10.0 5.4 3/4 10x16x1 009 19.0 19.00 24.25 10.0 8.0 4.5 9.3 2.44 9.68 13.87 16.0 8.0 10.0 5.4 3/4 . 10x16x1 012 19.0 19.00 24.25 10.0 8.0 4.5 9.3 2.44 9.68 13.87 16.0 8.0 10.0 5.4. 3/4 10xl6xl 015 21.5 1 21.50 32.25 1 10.0 8.0 1 5.8 10.0 1 2.85 1 8.45 15.87 20.0 14.0 1 16.0 3.5 3/4 16x20x1 018 21.5 21.50 32.25 14.0 14.0 3.1 5.2 2.85 8.45 15.87 20.0 14.0 1 16.0 5.2 3/4 16x20x1 024 21.5 21.50 39.25 14.0 14.0 3.1 5.2 2.80 8.45 18.87 20.0 18.0 20.0 5.2 3/4 20x20x1 4+58- -e95- .14.0 3.1 5.2 2.80 8.45 118.87 20.0 18.0 20.0 5.2 3/4 20x20x1 036 21.5 26.00 43.25 16P. 14.0 4.0 5.0 2.75 10.77 18.87 24.0 22.0 24.0 5.0 3/4 24x24x1 042- -21 - 2e0o- -2 -- . 14.0 4.0 5.0 2.75 10.77 18.87 24.0 22.0 24.0 5.0 3/4 24x24x1 048 24.0 32.50 45.25 18.0 14.0 7.0 6.2 3.26 13.20 20.87 30.0 22.0 24.0 6.2 1 24x30x1 060 24.0 32.50 45.25 18.0 14.0 7.0 6.2 3.26 13.20 20.87 30.0 22.0 24.0 6.2 1 24x30x1 070 260 3325 5825 180 thM 7.8 72 292 136 25.87 30 30.0 320 7.2 1 16x30x1 (2) * When waterside economizer is installed, increase width by 7 inches. 4. The 1-in, filter rack extends 1.23-in, beyond the side of the unit. The 2-in, filter t When WSHP Open controller is installed increase depth by 2.6 inches. When rack extends 2.89-in, beyond the side of the unit. The 2-in, filter rack is waterside economizer is installed, increase depth by 7 inches. 4 sided with a filter access door on one end and can accept either a 1-in, or NOTES: . 2-in, filter, When a waterside economizer is installed the filter rack will be a 2- All dimensions are within ± 0.125 inch. . ,' . - sided filter rack only. All condensate drain connections are 3/4 in. FPT. ' -. ' 5. Return and discharge orientations determined when facing panel with water Specifications subject to change without notice. " . connections. * 6. The local electric codes may require 36* or more clearance at the electrical . ' control box. .4 - - .• ,. .- . •" •- a,4 - ,. - ' - ., . • - "'.1•-!* -, ,'..--*••• - •. • • • - .+ i .- -' . . * I p .- 415:-.. -, . - . , - . , - •: . 13 ....-. p1- IC .3, .• i 5_. - "' . - . S • 5-. ,__ _ ALI Ulm •PROJECT: CLIENT:. LACOSTA . -±__ PAGE SuLTANTS .- . . - DESIGN BY:. S JOB NO.: 1709.03 . DATE: I REViEW BY: Equipment Anchorage to Wood Roof Based on NDS 20151 IBC I CBC INPUT DATA & DESIGN SUMMARY LAG SCREW DIAMETER . 114 . in,NDSAPP.Lt -., . LAG SCREW LENGTH ,. Long I .. ' ........... .c4*. . EQUIPMENTWEIGHT W f0.22ldps CM HEIGHT H 240 j9 2/3 total height / 0 NHORAGELENGTH L r--211 2.17 8 LAG SCREWS ALONG EDGE N5 2parIine LAG SCREWSPACING S L/(I -1) 28 In ., - - ELEVATION -, . .. S NCHORAGEWIDTH B . .. -1__ L - LAG SCREWS ALONG B EDGE • NO . 2 ,_Jper line • LAG SCREW SPACING 50'B1 (Na -l) 22 . to - . t + + + + + + + 4 . •--: . . • + . + - • l. • (THE ANCHORAGE, USING I/4x3 LAG SCREWS, I5AOEQUATE.I I - - 4 . . . + - i._ S ANALYSIS - I l 4 4 + 4 + 4 4 4 + I i•-- a LLOWABLETENSIONSSHEARVALUES Z11 CnCaCgZo 347 lbs iPLAN £. whereC0 1.6 (NDS Tab 2.3.2) 64 p/(8D) 1.206 sO - p S + (T-E)- (Diaphragm Thk)-I= .2.41210 S * (1-6) 2.84.4 110 (NOS Appendix L2) S Diaphragm Thk 0.299Jln (0.298 for 15/32.0.319 for 19/32, UBC Table 23-2-H. page 3-420) 0 S 5 [0.134 jin (10 gage. NDS Tab IlK) •, s.. ( 1 1(N05 10.3.6) Z11- - [.....180.Jtbs (NDS Tab 11 K) • , : •. , . - -. *3 . Z*r' = C0 C4 C0 Zr, 251 lbs . - Z0 [130,J]lbs (NDS Tab 11K) e,dp)=C0W(r-E)o 664 lbs - . . - - •- I.. . 5where W. ( 225 - 1lbs/in 'lDSTabl1.2A) - -- , (1-6) In (NDS Appendix U) 5 - • - DESIGN LOADS :/ .. 3 . .5 Fe F9 = l<J MAX{ O.3S02lW, MIN) 0.4a9Sl(1*2Z/b)/R W - I .6SlW I) . - (ASCE 7-05, Sac. 13.3.1). l.3MAX(0.35W, MIN[ 0.41W.1.86W() . where Sos' [0.774 (ASCE 7-05 Sec 1l.4.4) . . 0.54W W. (SD) to 1.5 ' (ASCE Sec. 13.1.3) - - 0.39 W , (ASD) - 0.09 kips e 2.5 . (ASCE Tab. 13.6-1) Rp,- 6 (ASCE Tab. 13.6-1) F3 K5 W 0.14W, (ASD) 0.03 hips, up & down . - a 12 ft - h= 21 tt . K0 L...!....,.J(ASCE Sec. 13.4.20) a • I K K. 0.2 5os'14 0.14 (vertical sa1nn4c factor) MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE . . -., . S ' . • - - . MOT Fp H 0.21 ft-hIps M 0 (0.9W - Fo) (0.5L) = - 0.18 ft-hIps S M05 - therefore - design tension anchors. - '. . . 'a - • mm .'s (09W Fv ) (056) 015 ft rIps a MOT therefore design tension anchors. TENSION LOAD AT CORN ER LAG SCREW TL=(FV-0.9W)/A*Mony/I= 5 lbs /bait . . Tit =(F*-0.9W)lA* MOT y/l= IS - lbs/halt - . . . where A 24 N0) 4 4 (total belts) . - where I Yj2 467 in'-bolts - I 678 In'-bolts 5- , ,. - p 0.56 10.8 in y=0.5L= 13.02 In SHEAR LOAOAT EACH LAG SCREW V=F/A= - 22 lbs/bolt 5- - CHECK CORNER SCREW CAPACITY AT COMBINED LATERAL AND WITHDRAWAL LOADS 5--, ' . S -.. S = - 5- . 5 - -, •:- • 5- Za,=Z11(Vp)/(241'sin2o+Wpces2a) (NDS 11.4-1) 357 .lbs/bolt. . ' *V [t °2I°5 - 22 lbs /bolt (SA11SFACTOR1 where o tan 3(T5 /\= 13.92 0 . . - - . - ZQ Zs(N'p)/(Z.sin2o+Wpcos2o) (NDS 11.4-1) -- . S '•_ . - , - 316 lbs/bolt o [100+V')°5 ' .28 lbs/bait (SATISFACTORYJ, - where 0 tan'(Ta / 35.09 °' • S 44 St I., . 2 •_r_ .5.4 a - - S /- a -.- - .. . ., . .. -, .3 • , :_1,• . S - - - - • . -, .. 4. USGS Design Maps Summary Report User—Specified Input 4 .' . ., Report Title La Costa Glen . I Wed March 8, 2017 03:16:45 UTC .. .' Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008), Site Coordinates 33.075499N, 117.26846°W ' Site Soil Classification Site Class D - Stiff Soil I . -.. Risk Category 1/11/111 USGS—Provided Output . Ss = 1.092 g SMS = 1.161 g SDS = 0.774 g = 0.421 g SMI = 0.6659 S01 0.443g. . • .• 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 Rcspoiso Spectrum Design Respws6 Spactrum - . 1.20 - •. 1 -08 a72 0.95 on CL40 am a24 IM am - 0.01 • a20 OAO Q 09j Loo 120 1,40 1.60 IM 2.02 0. a 00 a (166 1.02 .20 140 1.W LO 2.02 - Period. T(se) Pe'LT(see) - I - k. • S - For PGAM, T1, C, and CRI values, please view the detailed report. •. . . 0 • ' - 0 - •... - •- -.5 55, - S . • - . •0 5_ ..- S 0 0 • 5. ' 0 • . 50 L / 4. , :.. • .. 4 j_'- ' ' -S. * - -. ,, . t .- . . . 4 • .4-..- .4 4 4 4. • 4-,. '''4.. 4,•. -4 . - - . -4. 5';, . '4. GLEN *4 44 ( k 14 - "Project No 1709 03 0) Q (0 Q.- Structural Calculatuo 'O ., -. •" . * . 1.4. ' '-4 • (I) L() I 4.- - ' - _____________ [4.4 I '4' Packa . r %I 4. F LL CO -:-- 'Plan. .'' Chec .' . Ali 4- .4 . . -- .. . 4- . - ....Prepared. .-.. Aug 11,2017 4. ES ExpL 09-30-17 EPij STRUCTURAL ENGINEERING ...-.- . ' ' - . CONSULTANTS . . . -'- . , •- . .. . 4 . NIC Consültaiits 4' www.NIC-ENG.com . 4 ,23 Corporate Plaza Dr., Newport Beach, CA 92660. .4' P.(949) 629-2529, F. (949) 6292501 4'• - . . V - ' 44-' - * •' . ,, I.' ' ,• 'k_.,. . . . . - 4r'..5 ' * -- . . - 4 '• .4 . - - -5.,- , '-4 4- - f - - - - ' -' . . . 4 • , C - - - *' -. 4 - . . - . - - . , 4 . . 4 . . _t1 I ' t AX el t E rl J STRUCTUPIAL .._I~A- NIC Project No 172507 LA COSTA GLEN Table ofContents: - .-•. - I ''. -r - _ 1 'k * - - : - S.- A DESIGN LOADS , 1 General Loads , - 2 Total Building Weight - 3 Seismic Force 4 Wind Load ' -- :--. . • - .. .* B. GARAVITY RESISTING SYSTEM DESIGN I Roof Framing 2 Floor Framing - •'•-,-, S-.-.- - .,:- - C LATERAL RESISTING SYSTEM DESIGN 1 Lateral Force Distribution 2 Shear Wall Sheathing Design ,- 3 Boundary Elements D APPENDIX I NIC Consultants - - - www.NIC-ENG.corn 23 Corporate Plaza Dr., Newport Beach, CA 92660. •- P. (949) 629-2529, F. (949) 629-2501, -. .. -: •- 5, •--•,.-- - 5_ '5__.S. - -S ,• .• -- - .j ,_5 5 - ..' - I, •', - •• ' - . , . Typical Framing Weight -- : LA COSTA GLEN 170903 '' - . - . - i ' ..•' S . mung system Uniform weight breakdown - . foof. - I 5 7,- .4 . .. - . - 7,..,,, 4.'... '; I" Equip &Cricket 1 0 - " Flat Roof 5/8 thk non-structural plywood , 20 . . Beams -- 2.0 91/2 TJI11O@192 0/C Sprinkler .4 . •1.0 , ..-, - . . '. GIg. / Lighting . I. 45 • Misc/Insulation .... .. ., .1.5 L = 21 5 psi LI 22 200 psi - / ..' j -'' - 4 ' , . 1 • , •• - ~TFyica fFlo Flooring 0.5 .. 1 1/4 Gyperete ' .,.. •12.0 91/2 TJl110@192 0/C 35 * . ' 3/4' plywood 2.3'; ' Sprinkler - Cig. / Lighting " -4.0 ''" 4 S• ' , . . 'Misc./Insulation . 1.5 D.L.=' , ' - 24.8 .. psi -{ 25.0 (used)J 40.0 1 psi 4 - 4 . .. '', ..' 4 "4w . Y ,. .4 4, 4 1 4 ;•- . I, 4 , .4. - p . ., ,-,•',__ ,:, - 4, ...4. S - ' - . . . .. •,,: , ç.' - , , .4,. 4 .• 1 . 4, . ., . 4. 4 4 ' 4 .,' - ' , " -.• '' , , - : , - -7 , • 4 . . ;-..-'-.' ' - .4 4 - - . ,' 4. .-- .- 4-- ''4 .. ......'4 ''4• - 4.447,4_ - . - - 8 ' . - •. - Wall Self-weight Estimate - - - - ... LACOSTAGLEN 170903 - - iimated selfweight of various walls - $. '1 Doe's Not Apply . . - - i -I;' - .,. - -• - - . . Adhesive Stone Veneer (30%) - - -, - -'- . 0.0 • - : - . .- - '- . I - - ' Fiber Cement Siding (50%) . 0.0 : •. - - - - 2X6 stud wall @160/C with - - - 0.0 - 1/2 plywood at two sides . 2 00 5/8 drywall panels- both sides 0.0 "-. 4 - . - Piping and electric mics 00 - - - . - Blocking top platesbottom plates 0.0 - -' - - Misc./Insulation . - 0.0 Total DL = 00 psf ((used) -ç. FERTERIOR walls -Long itudin~l Elevations -' Adhesive Stone Veneer at 1st floor (5%) ' - -- . 1.0 '- •. : - Stucco (70% opening for windows) 0.7x10= - - . 7.0 ' . J- 4-'-..• -2X6stud wall @16"o/c #s 1.6 • 1/T plywood at two sides 30 - Piping and electric mics. - - - - 0.5 -t- - - : - . •. . - .. - Blocking top plates,bottom plates - - . _ 0.5 -. --• ç - - -, ---- . Misc./insulation - . - 0.5 - - • . - .--- Total TotalD.L.= 14.1 -• - . - - 4 . - . .. -. - •• •. - BEARING Interior walls. £ --- 2X4 stud wall @16 0/c - .1 .6 1/2" plywood at two sides - - 5.0 -' Blocking top platesbottom plates 1.0 . . -- - Misc./Insulation . 1.0 • -• Total TotalD.L.= 'p8.6 psf. [_9.0(us - TI, 4 •, . . •- p - - •. . . I p 4; PartRijn - ' . . •-.. .- . --, .ç "• -. .4 - • , .2*4 stud wall @16o/c ' '-1.6 1/2 plywood at two sides 50 Misc./Insulation . - 0.4 - - - Total . Total D.L.= . *7.0 psf . 17J(usJ)3 • -• : I 4 4 : .-.- 2*6 stud wall @16 0/c . 2.6 5/8 plywood at two sides - - 4.0 . . . Misc./Insulation . - . 1.1 . . • Total Total D.L.= . 7.7 psf - UL, - . • - - Co __rridor walls - ,- I . 4•. -" -. . -- - _*_r_ •.. -p. p - c-.-.:- . - . - -- - 4 --• . *, --p . 2 6 (or 2x4 stagg) stud wall @16;.0/c 26 . 1/2 plywood at two sides - - -. 5.0 • - "•' - - . 8 - " Misc./insulation Total Total DL = 87 psf, 90d3 - - - - - ;• . Notes: 1) The load from interior walls including bearing, party, corridors, and partitions will separately be added to typical floor weights - . - for calculation of total weight of the building - - . •- - 4 -. . - - - ;- .- - - • -. I • - --p - ,.-- - - - - - - I . . .- - -' • Unit Enterer Froade Exterior Wait Interim Bearing Wall PauSes Watt Party Watt Corridor Wail - Description 2"6 @16" GINS both side 2"8 @18" GINS bath side - 2"4 @16' GWB bath side 2"4 @16" GWB both side 2"6 @16" GWB both side 2"6 @18" GINS both Side Unit Weight (pop 0 Unit Weight (pop 15 . UnitWeight (pop 9 Unit Weight (ps 7 Unit Weight lust) 8 Unit Weight (psI) Level Unit Type Number Area Length Height WUUnit Length Height - WtlUnit Length Height Wt Length Height Wtlunit Length Height Wt/Unit Length Height WI/Unit Rant . 1 478 28 10 3900 16 10 1280 Total I 478 - . .26- - 3900 - 16 1280 Level Unit Type Number Area Length Height Wt/Unit Length Height Wt/Unit Length Height WI/Unit Length Height Wt/Unit Length . Height Wt/Unit Length Height Wt/l.Jnit Level - I 478 38.5 10 5775 20 10 1800 19 10 1520 Total I 478 - 38.5 . 5775 20 1800 - - 19 - 1520 Level Unit Type . Number . Area Length Height Wt/Unit Length Height WI/Unit Length -. Height WI/Unit Length Height. - WUUnit Length. Height - Wt/Unit Length Height - 1W/Unit * - - I Total Level Unit Type Number Area - Length Height WUUnit Length - Height WI/Unit Length Height Wt/Unit Length Height WUUnit Length Height Wt/Unit Length Height Wt/Unit Total -tr Unit Type. Number Area Length . Height Wt/Unit Length Height Wt/Unit Length Height WtlUnit Length . Height WI/Unit Length Height Wt/Unit Length Height Wt/Unit - ..- -8 -, ., . - .•.. .- . Total Unit Type Number Area Total Weight - . Average blat Weight Average Total Weight Average Total Weight Avemge . _TaInt Weight - Aoemge Total Weight Average Total - 2 956 9675 10.12 1800 1.88 2800 2.93 --C - 4-a "-5 a- -a -. C . 4 v- -• .4 - a * - n C C a ( '- I I" -a C - - S — Building Total Weight LA COSTA GLEN 1709.03 .. a : Total Weight from Walls - Exterior Partition mt. Beaing Exterior - Party - Corridor Weight of - - Facades Wall -' Walls • Walls Walls Walls Factor walls Adjusted (unfactored) Mass of walls Floor Area (sq ft) Weight (lb) Weight (lb) Weight (lb) Weight (lb) Weight (lb) Weight (lb) (kips) (kips) Roof 478 - 4,838 900 ,- 1,400 - 50% 7.14 3.57 Level 2 . 478 - 4,838 900 - 1,400 - 100% 7.14 - 7.14 - - - V - - - 100% 100% - - - * - - - - 100% - - Total 1 9561 9,675 1,800 - 2,800 2,800 1428 10.71 Total Framing Weight Floor Livable Area Floor Ave wt . All units weight Corridor Area Corridor Ave wt All Corridors wt Balcony Area Balcony Ave All Balconies Amenities -Amens Ave Wt Amenities Wt Total (Net) Sqft (psf) (sqft) (nsf) (lb) (sqft) wt (psf) It (lb) Area (sqft) (psf) (I b) (I b) Roof : 478 22 10,516 - - - - - - - 25 - 10,516 Level 2 478 : 25 11,950 - V - - - - . : - . - . 25 V' - 11,950 - , -- - - - - -- - .:V V -_ - : V_ - •' - - . - 956 22,466 V - - - V V 7t77-7-L7 22,466 ---V 'V• VVV '-V Total Building Weight (kips) = -'37 Total Seismic Weight (Kips) I - Total Well-defined Bldg Area (sqft) = 956 Avearage Load (psf)= 38 - Vt a 4 a - V F•' 5 V t ) - 1' s .. -s . - 'V V.. <'• V V V. JVV V a.-'. - V - : - . _ -.,-. - F a- - r V , ' 4 '-a .- - , V V - • .- - - _ V V V a * — VV •• V , - V F -V -V. ' . ..-•'. - -- .-. ... •. -- - -. Wood Bldg Self Weight Loading . LA COSTA GLEN 170903 Basic Earthquake and Seismic Base Shear Fokes Bldg Height= 21.0ft - •- Ss' - - 1.092 SI 0.421 Fa- 1.06 Fv 1.58 Sms 1.161 Smi 0.665 Sds, 0.774 Sdl, 0.443 Adjusted Sds 0.774 ___________________ USGS Maps (or soil report) USGS Maps., (or soil report) t, Table11.4-V' soil report) Tablell.4-2.-.(or soil report) Eqn 11 4 1 (or soil report) 1 . Eqn 11.4-2 -, (or soil report) Eqn 11.4-3 .(or soil report) Eqn 11.4-4 ::(or soil report) CBC-1616.10.11J, .• . : :-;1.4 . - •. -_ '' . - Wood/Super-Structure . - R 6.5 - . .j -ASCE7 . .- Cd 4 Table C) 3 . .,, • ;-: P 1 Redundancy factor Sect. 12.3.4.2 :. 1 Importance factor Table 1.5-2 . Ct 002 I 4. .....''- x 075 Ta 020 T,, Cth.x Eqn 12.8-7 Cs' 0.119 C. EqnI2.8.2.. i-govern Rh Check Max' Cs <= 0.348 Check-Min-SI<0.6g CS >= 0.034 -Check-Min, 51>0.6g. CS >=I 0.032 ___ -. 1• - T ( Eqn 12.8-3 a'sJf C5 0 044SOSI Eqn 12.8-5 . C Eqn12.8-6 - •. -: .4.:- 4 . - .4 ' • . - S . - Cs= 0120 - Total Seismic Weight 33 (kips) < from previous sheets Total Gravity Weight 37 (kips) - <- from previous sheets - V= 4 V=CSVV - Eqn 12.8-1 - - * ., !t .. .; . • --4. .*- •4 - . • . . * - ** • , -• .. . - - . 4. . F . - . . -: •- . - 4- 4-' 4 4- Risk Category II Basic wind speed, V (mph) 110 Exposure category C Enclosure classification Enclosed Importance factor, 1w - 1 Wind directionality factor, Kd 0.85 Topographic factor, Kzt 1 Internal pressure coefficient, GCpi 0.18 L2 ASCE7-10 Table 1.5-2 ASCE7-10 Table 26.6-1 ASCE7-10 Chp. 26.8 - -: _______ ASCE7-10 Table 26.11-1 Ta6li-1: Exposure Constants for Exposure C .1* •t ASCE7-10 Fig. 26.5-1A Building Dimension Length (ft) 15 Width (ft) 40 Mean roof height (ft( 25 •.,,. - - - - Wind Load Analysis - . - - LA COSTA GLEN 1709.03IE 1:4 - I p '• -, - "A I ,. '_.à" . - •4•*p .. ;' Wind Ioad& Lateral force analysis ':: •. . a=I 9.5 b =1 0.65 29= 900 Ft c= 0.20 a= 1/9 €(ft)= 500 Fit b= 1.00 e= .1/5 0 = 2/13 Zjn (F()'= 15 Ft - -. - - ¼ , • ¼• * Rigid building building Direction 1 Direction 2- Z . 15 is Ii 0.228 0.228 6 - 427 427 Q 0.936 0.916 90 3.40 3.40 3.40 3.40 Gust effect factor, G 0.892 .0.881 Chp26.9.4, ASCE 71O 'Eq. 26.9-7, ASCE 7-10 'Eq. 26.9-9, ASCE 7-05 'Eq. 26.9-8, ASCE 7-05 .' . . . •. . . •_ Chp26.9.4&26.9.5, ASCE 7-10 . -. -. :- • . . . - ___________ _______ _______ 'Chp26.9.4&26.9.5, ASCE 7-10 'Eq. 26.9-6, ASCE 7-05 ' •• - - ' . ' . '. "-4.- t -. - -' %. . -•'. Direction 1 (NS) . . ILenfwdth Ratio= 2.667 ' 'Velocity pressure, qz/qh use Eq. 27.3-1, ASCE 7-10 - -, FE-or Walls . . = a, = 0.00256K.K,,K,.V2 = (g-' - Location Level Height (ft) ' Cp - . Ks qz G GCpi ---J p(psf) Roof - 30 ' 0.8 0.98 25.86 0.892 ±0.18 13,79 - Level 3 20 0.8 0.90 23.75 0.892 ±0.18 12.66 Windward Level 2 10 0.8 0.85 22.35 . . 0.892 ±0.18 11.92 Level 1 0 0.8 - 0.85 22.35 0.892 ±0.18 11.92 Level 0 0 0.8 0.85 22.35 0.892 ±0.18 11.92 Kh qh Leeward 30 -0.463 0.941 2478 0.892 ±0.18 -5,77 Side wall ' 30 1 -0.7 1 0.941 2478 0.892 ±0.18 -11.01 Root Distance 0-20 ft 20-39 ft 39-79 ft >79 ft . Base Shear - - Cp - - -0.9 -0.9 -0.50 -0.30 - - . Vi=Lih*(Pw+PI) I'ips -0.18 -0.18 . -0.18 -0.18 - V5 119.21 - - -24.35 -24.35 -15.51 -11.09 - -8.44 -8.44 -8.44 -8.44 Cp from ASCE7-10 Fig. 27.4-1 - - .- Parapet max. Height(ft) 6j Ks '• 0.986 qp(psf)' - 25.95 pq(GC 1) Pp (psf) I'. 38.93 Windward . 'Chp. 27.4.5 ASCE 7-10 - ' . • . I ' -. ' . I , - -25.95 Leeward I r Direction 2 (EW) Length/width Ratio= - - - Oterior Walls , - p p = q(( Location Level Height (ft) Cp l(z qz G GCpi p (psf) Roof 30 0.8 0.98 25.86 0.881 ±0.18 13.57 Level 3 20 0.8 0.90 23.75 0.881 ±0.18 12.46 Windward - - Level 2 10 0.8 0.85 22.35 0.881 0.18 11.73 Level 1 - - 0 - 0.8 0.85 - 22.35 0.881 ±0.18 11.73 Level 0 0 0.8 0.85 22.35 0.881 ±0.18 11.73 _________ Kh qh ___ Leeward - 30 -0.484 0.941 24.78 0.881 ±0.18 - -6.11 Sidewall 30 -0.7 0.941 24.78 0.881 ±0.18 -10.82 Roofj.' - ' . ' >79 ft -0.30 -0.18 -11.01 - - - -8.39 - - Base Shear V2=L2 h(Pw+Pl( ' . - V=7.2 Distance - , 0-20 ft 20-39 ft 39-79 ft Cp . -0.9 -0.9 - -0.50 -0.18 -0.18 . -0.18 P(psf) -24.11 -24.11 -15.38 -8.39 -8.39 -8.39 ~Parapet . max. Height (ft) 7__ GC) - (GCpi)) C- Kips - Kz - .0.992 Chp. 27.4.5 ASCE 7-10 [Envelope of Wind Base Shear = 19 Klpul <- Governs qp (pat) - , " - 26.13 Pp.' q(GC 1) . '-- Pp (psf) - . - •,, 39.19 Windward - -. I5eismic Base Shear (Limit State(= 4 Klps -26.13 Leeward - -, - . - - -. . . - ':1 - -- •- - -- - p , ., -.. •I- - 1' -- p. •- -'' - :. ' Zone Wind Direction Component Area - 10 sq ft 50 sq ft 1 100 sq ft 500 sq ft 2 Windward 88 psf. 78 psf 75 psf 66 psf Leeward -54 psf -50 psf -47 psf -44 psf - 43 Windward 111 psf 98 psf 94 psf 83 psf Leeward -76 psf -68 psf -62 psf -51 psf .3 . .4 .4. #3 4' .3 1 • • .3 < 33•43 i..- • Wind : LACOSTAGLEN Components Cladding 1709 03 - Summary • • - -• 4 r . -i - -- ... -, - •- r 1 A- -,l_ • - - +-- . - - -, -3. -3 Wind Design Load for Different Items 4 .4 .•4 •__4- ' components & Cladding . - .. . . Based on CBC 2013 & ASCE 7-10 (Strength Level) - •--- - For allowable level, multiply pressure by 0 6 4. .1 . - .• ' . • .. I 1.. 4-34 • s - - Velocity Pressure at Roof, qr= 4 2478 psf '? Width of pressure coefficient zone, a = 3 ft 4, -, .• - - 4- Main Roof Wind Pressure •.. 1 4- -3. - .4 (•• z one - _______ CdmpondntArea 10 sq ft - 50 sq ft 100 sq ft 500 sq ft - 1 -39.psf -34 psf 732 psf -27 psf 2 -61 l3sf -54 psf -52 psf -44 psf 3 -84 psf -74 psf -71 psf -61 psf V Over Hangs Wind Pressure .4 .43- • -3 I - Zone - - Component Area 10 sq ft 50 sq ft - 100 sq ft 500 sq ft 2 -88 psf -78 psf -75 psf -66 psf 3 -123 psf -109 psf -105 psf -92 psf - -. Typical Exterior Wall Wind Pressure - - - - - 4 .4 4 4 . ; .4 3, Zone Wind . Direction Component Area 10 sq ft ' 50 sq ft 100 sq ft 500 sq ft Windward 27, psf 24 'psf 23 psf '22 psf Leeward. -27 psf -26 psf . -24 psf -22 psf 5 Windward 27 psf 24 psf 23 psf 22 psf Leeward -49 psf -44 psf -39 psf -29 psf - Parapet Wind Pressure •.. - . - - 1 1 Ir I:j NIC Project No 170903 LA COSTA GLEN — 1 • 4 4 . . - . 4 - k1 . . - . - . . • • e. .'- .4 * . •- - - ,- - . .- p.. ., - .- - - - .... 4 .4• * - ,, ..-•' *.._ - 5- 1 4 $ 5) A t .. . •?••• . _••• 1 -. • 5.. 4. , - S. _ / -. S - ' : • a Roof oo F4raming. 94 16 -FIELD-' VERIF-Y X 2i o\0 \flJV : Bl 41 1 v g 3-/2 i-/'a 3 1/2 X 11 /7!/8 .•.:5,_ 5 ...... •l : B 2 NIC Consultants ., . '•, • . . - www.NIC-ENG.com 23 Corporate Plaza Di., Newport Beach, CA 92660. . P. (949) 629-2529, F. (949) 629-2501 -, - . - 5' 5 - * -- ' • - -5 .4 S '•-_ :-, . •- . •- - . • S • - • - NIC Consultants * Project Title 23 ? scr Project ID: Corporate Plaza Drive Newport Beach, CA 92660 - Printed: 11 AUG 2017, 1l:28A4, 00 earn M d - File 0:\Projects\(1709.03) LA COSTA18-9-2017\La Costa.ec6 4. ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver: 10. 17.7.24 - - Licensee NIC _ Consultants' Description : BI: PSL 31/2 x 1 7/8 @ Roof Level . fCODE REFERENCES' .'. ' Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7 10 Load Combination Set IBC 2015 r1 • 7 Material Properties Analysis Method: Allowable Stres Design Fb + - 2900.0 psi '- E: Modulus of Elasticity Load Combination IBC 2015 . Fb - 2900.0 psi Ebend- xx . - 2,000.0ksi Fc Pl 2,900.0 psi Eminbend xx r- 1 016 54ksi Wood Species Trus Joist Fc Perp 750.0 psi I" Wood Grade Parallam PSL 2 OE Fv 290.0 psi - - - 4- Ft 2 025 0 psi Densii i 45 050 pcI Beam Bracina .: Comoletelv Unbraced '- . . .. - . . .•--.-:.t- '4 0(0.176) Lr(0.16) ......... .. .. . . ..• . . - 3.5x11.875 4- Span =l5oft ) AjtiJids. . - .. '. - ' -' Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0220. -Lr = 0.020 ksf. Tribtitry Width = R Oft . . 0.455 1. Maximum Shear Stress Ratio S. = 0.218: 1 3.5x11.875 ' . Section used for this span . . 3.5x11.875 1,378.57psi . fv : Actual . . 79.00 psi 3,029.26psi . Fv: Allowable '. = - - - - 362.50 psi 4- Load Combination -+l_-4j4 - . 7.500ft Location of maximum on span ' ,= . . ...14015ff . Span # 1 . . , ; Span # where maximum occurs .. - - . Span # 1 . 0.188 in Ratio= 959>=360 . . -. -• . ,. 0.000 in Ratio = ._ . 0<360 0.394 in Ratio= 456>=240. 0.000 in Ratio= 0<240.0 r' . . ..... - • . • .:: -' •-' .. .. -. Maximum Bending Stress Ratio = Section used for this span * fb:Actual - FB : Allowable = I. Load Combination, . 4 Location of maximum on span = Span # where maximum occurs = ,Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 'Max Upward Total Deflection L maximum uorces stresses TOt Load Combinations Load Combination- • . . Max Stress Ratios - Moment Values . Shear Values - - Segment Léhglh Span # M v Cd C FN C Cr - Cm C CL M - Fb V Iv Fv 404H . . . - . . • - 0.00 0.00 0.00 , 0.00 Length = 15.0 Ill 1- 0.300 0.159 0.90 1.000 1.00 1.00 1.00 1.00 0.92 4.95 ,, 722.11 2403.18 . . 1.15 41.38 261.00 1.000 1.00 1.00 1.00' 1.00 0.92 0.00 0.00 0.00 0.00 Length= 15.0 ft J. 1 0.276 0.143 1.00 1.000 , 1.00 1.00 1.00 1.00 0.90 4.95 2612.49 .722.11 1.15 41.38 -290.00 1.000 1.00 1.00 1.00 1.00 0.90 - 0.00 0.00 0.00 0.00 Length= 15.0 ft .1 0.455 0.218 1.25 1.000 1.00 1.00 -1.00 1.00 0.84 9.45 - 1378.57 3029.26 2.19 79.00 362.50 .+D+S41 ' . 1.000 1.00 1.00 1.00 '1.00 0.84 k 0.00 0.00 0.00 - 0.00 Length =15.0(1 . . 1 . 0.251 0.124 1.15 1.000 1.00 1.00 1.00 1.00 0.86 4.95 722.11 2882.18 - 1:15 41.38 333.50 -e0+0.750Lr-*0750L41 . 1.000 1.00 1.00 1.00 1.00 0.86 - 0.00 0.00 0.00 0.00 ' Length=15.oft 1 0.401 - 0.192 1.25 1.000 1.00 1.00, 1.00 1.00 0.84 8.33 .1214.46. 3029.26- - 1.93 69.59 362.50 -+040.750L-40.7505+H 1.000 1.00 1.00 1.00 1.00 0.84 - 0.00 -. 0.00 . 0.00 0.00 Length= 15.0 ft 1 0.251 0.124 1.15 1.000 1.00 1.00 1.00 1.00 0.86 4.95 722.11' 2882.18 1.15 - 41.38 333.50 - . . •; ' . . - 1 t• I -I ,, '- - - - :' i'- - . 4 C . '4, .. ' •'j' r--- 1 - . . _; 4 C 4 4. 0 . - . ,• - - - ;' '-.4. . - • .. * . . - •.4• 4' - . - NIC Consultants Project Title: 23 Corporate Plaza Drive. Enineer: ID Newport Beach, CA 92660 71i, FL ~Ii' pro?ectescr 4 ~ ~ ~ - -. - Prinied: Ii AUG 2017, 11:28AM 00 earn - ENERCALC INC 1983-2017 Build 10 17 7 24 Ver 10 17 724 • - Description: 81: PSL31/2x11 7/8@Roof Level Load Combination Max Stress Ratios 1 Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr CC t CL M th Fb .' V. t Fv -' :+04060W41 1.000 1.00 1.00 1.00 1.00 0.86 - 0.00 0.00 0.00 0.00 ' '1 - Length 15.0 ft 0.215 0.089 1.60 1.000 1.00 1.00 1.00 1.00 0.72 . 4.95 722.11 3359.02 .-. 1.15 41.38 464.00 +fl.0.70E41 , . 1.000 1.00-, 1.00 1.00 1.00 0.72 0.00 0.00 0.00 0.00 - Lengthr 15.08 - I , 0.215 0.089 1.60 1.000 1.00 1.00 '1.00 1.00 0.72' 4.95 * 722.11,,,'3359.02 1.15 41.38 464.00 4040.75OLT#0.750L40.450W41 1.000 1.00 1.00 1.00 1.00 0.72 0.00. 0.00 , 0.00 0.00 Length = 15.00 1 0.362 0.150 1.60 1.000 1.00 1.00 1.00 1.00 0.72 8.33 1214.46 3359.02 1.93 69.59 464.00 +0-+0750L407505eO45OW*l 1.000 1.00 1.00' 1.00 1.00 0.72 0.00 -: 0.00 0.00 0.00 Length = 15.0 ft 1 0.215 0.089 1.60 1.000 1.00 1.00 1.00 1.00 0.72 4.95 722.11 3359.02 1.15 41.38 - 464.00 -+040.750L+0.750S40.5250E's+l * . 1.000 1.00 i.00 .1.00 1.00 '0.72 .. : 0.00 . 0.00. 0.00 0.00 Length 15.0 ft , '1.. 0.215 0.089 1.60 . 1.000 1.00 1.00 1.00 1.00 0.72 4.95 722.11 3359.02 1.15 . 41.38 -- 464,00 -+0.60D-*0.60W.0.60H . . '1.000 1.00 '1.00 1.00 1.00 0.72 -. 0.00 • 0.00 0.00 0.00 Length = 15.011 1 - 0.129 0.054 1.60 1.000 Pro 1 1.00 '1.00 1.00 1.00 0.72 2.97 433.27 .3359.02 - 0.69 24.83 464.00 - 4O.60D40.70E-f0.60H ' . . 1.000 1.00 '1.00 1.00' .1.00 0.72 - 0.00 • 0.00. 0.00 0.00 Length = 15.08' 1 0.129 0.054 1.60 1.000 100' 1.00 1.00 1.00 0.72 2.97 433.27 3359.02 0.69 24.83 464.00 roiIMinic iEtuons Load Combination Span Max. '-" Defi Location in Span " Load Combination - ': Max. + Defi' - Location in Span 1 0.3941 . 7.555 . . ,, 0.0000 ' 0.000 j'iiiIR'tions - . ,' Support notation: Far left is #1 ',Values in KIPS Load Combination ,. - Support 1 Support 2 Overall MAXimum ' - 2.520 2.520 - Overall MINimum ' ' - ' . . - 0.792 , 0.792 •, . . . •. . , . - . -- - . . . - -+0+1-I' 1.320 1.320 - . - - •• ..-. . . . . , -+04.+H ' , . 1.320 ' 1.320 -+1J-+1j+H 2.520 2.520 . I' • .... . . . I. +D+S41 1.320 1.320 -, +lJ-+0750Lr-,0750L-+4-1 * . 2.220 2.220 - - '-' . . ' . . :, • -eO-eO.750L-'O.750S41 . . * .. 1.320 1.320 . - . •;_ . . - - '--i - . . +D-.0.60W-s+l 1.320 1.320 ' -f0-+0.70E#t . , 1.320 '1.320 -O'+0.750Lr-e0.750L-+O.450W+H - 2.220 2.220 +00.750L+0.750S-e0.450W+1-1 . . - 1.320 ' 1.320 . -. -+0+0 750L-+0 750S-+0 5250E-+4-1 1.320 1320 0.60D+0.60W-.O.60H . 0.792 0.792 •. , '-. - '-. . 4- . * -, .. +0.60DeO.70E.O.601-1 - 0.792 0.792 - 4 D Only . , 1.320 .1.320 - -- •. ' -- - . LrOnly . . 1.200 1.200 .L Only - ' - 'T - - . - .... • S Only . WOnly E Only HOnly ' . - S - I,' •' ' , ., . •, 4'---,. a ',.•,,- . . ...t- ,. ,* 0,'_ - .4 I_iS• _ - I - . . , - ' _i- :. - I' - - - . - ' I. .- - - , . • . , ,, *1 - , I -• 4, - - -- .v_ • - - - ' -, =, -• S. '• - , -,. '• - ..r---- - ' -'S ' - ,, 4," .t'- • I' - , * , - - •_*.,,'' * SI • 4 - - i. 1 '4, ',' - - - •- - -, - • .-t_ - •' - . '' i'' - .' , . " '' 4 S - - --i NIC Consultants .' ' Project Title: 23 Corporate Plaza Drive . Engineer: - : Project ID:• Newport Beach CA 92660 2 Project Descr M ioll k, 1 1 - Printed: Ii AUG 2017,11:44AM VVo B File D Projects\(1709 03) LA COSTA\8-9-2017\La Costa ec6 V ENERCALC, INC. 1982017, Build: 10.17.7.24, Ver:10.17.7.24 Lic~#: KW-06011 404 -- -- -_I.-.Consultantsl Description: B2: PSL 3 1/2 xli 7/8 @ Roof Level 1CTODE REFERENCES Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 Load Combination Set IBC 2015 2' -Material Properties Analysis Method: Allowable Stress Design . Fb + ' 2,900.0 psi E: Modulus of Elasticity ' V Load Combination IBC 2015 V , ' , Fb - V 2,900.0 psi ' Ebend- xx 2,000V0kS V Fc Pell 29000 psi Eminbend xx 1 016 54ksi Wood Species : Trus Joist' V , Fc - Peep 750.0 psi Wood Grade -: Parallam PSL 2VOE V ,.. Fv .' 290.0 psi - - Ft ' 2.0250nsi "". .' fljh,' -' 'Acncn,-f Service toads entered Load Factors will be applied for calculations Uniform Load: D = 00220, Lr = 0.020 ksf, Tributary Width = 7,0 ft, (Roof Dead & Live Load) flESIGN SUMMARY I 1flIs1 Maximum Bending Stress Ratio = - 0.100 1 . Maximum Shear Stress Ratio = ' ' 0.089 : I Section used for this span ' 3.5x11.875 , . Section used for this span"'. ' 3.5x11.875 - fb:Actual = 343.11psi i fv:Actual •. ,'_ ' .. 32.22 psi V FB : Allowable = 3,435V545 . -- Fv: Allowable, ' = •, V 36250 psi Load Combination . ' -+04r#1 ' •- ' Load Combination . , •' , -- ., -s1D+Lr+H V Location of maximum on span ' = . 4.000ft Location of maximum on span 7.036 ft ' Span # where maximum occurs = , Span # 1 . Span # where maximum occurs, - Span # 1 : Maximum Deflection . . , . . - '• -' , 'Max Downward Transient Deflection 0.013 in 'Ratio = , 7225 >=360 ',' V•' Max Upward Transient Deflection 0.000 in Ratio= 0<360 V Max Downward Total Deflection 0.028 in Ratio = 3440 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<2400 [MiuriiiThT Forces &tresses f5fl OmT ?1 Load Combination V Max Stress Ratios . ' Moment Values , e - . Shear Values V Segment Length Span # M - V Cd C FN C Cr C C C L M - -. F'b-- 'V v tv F'v iDVfFl - , r. ' , '- V . 0.00 0.00 0.00 0.00 Length 8.0ft 1 0.071 0.065 0.90 1.000 - 1.00 1.00 1.00 1.00 097 123' - 179.72 253037 . 0.47 16.88-. 261.00 - -, -, 1.000 1.00 ' 1.00 1.00 1.00 0.97 - ,. . . 0.00 000 0.00 0.00 Length =8.oft --- 1 . 0.064 0.058 100 1.000 1.00. 1.00 1.00- 100 096 123 - 179.72 2795.90 0.47 16.88 290.00 40+LT4H - - - . 1.000 1.00 100 1.00 - 1.00 096 - ' 000 .4 0.00 0.00 - 0.00 Length =8.0ft " -... 1 0.100 0089 , 1.25 1.000 100 100 1.00 1.00 095 2.35 343.11 : 3435.54 0.89 '32.22 362.50 +lj+S-*l V 1.000 100 11.00 V 1.00 100 095 - . - 0.00 - 0.00 0.00 - 0.00 - Length= 8.0 ft 4 1 - 0.056 0.051 1.15 1.000 100 100 1.00 100 095 123 '179.72 -3184.37- 0.47 . 16.88 333.50 +0*0.750Lr-n0.750L+H V - 1.000 100 1.00,' 1.00 1.00 095 - - . ' 0.00 - 0.00 0.00 0.00 Length =8.oft - IV -- 0.088 0.078 1.25 V 1.000 1.00 100 1.00 100 095 207 - 302.26 3435.54 0.79 - 28.38 36250 +040.750L+0.750SeH - 1.000 1.00 1.00 1.00 100 0.95 ', - :- 0.00.' 0.00 0.00 - 0.00 V..: Length= 8.oft • I - 0.056 0.051 V 1.15 1.000 1.00 1.00. 1.00 1.00' 0.95 123 ,179.72 - 3184.37 - 047, .16.88- 333.50 1 - % V.11 - - - i.-- .,,, V , V - - • -- . . S -V, - 'P - - r - ' ,•• . -' V - . . I -- '• ' = . . , . - V 'r , NIC Consultants Project Title: .. - 23 Corporate Plaza Drive .c ' Engineer: Project ID: Newport Beach CA 92660 Project Descr PrinI:11 AUG 2O17,1lM 00 earn l File D:\Projects\(1709.03) LA COSTA\8-9-2017\La Costa.ec6 ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver10.17.7.24 IIR.4iM.EEsUsJ Consultants; Description : 82: PSL 3 1/2 xli 7/8 @ Roof Level . . - - .• Load Combidation Max Stress Ratios L Moment Values Shear Values Segment Length Span# M V Cd CFN Cm .Ct CL'. M tb V fv. F'v +040.60W41 . 1.000 1.00 1.00 1.00 1.00 0.95 -. ' 1,0.00 0.00 0.00 0.00 Length r8.0ft f ' , .1 0.042 0.036 1.60 1.000 1.00 1.00k- 1.00 1.00 0.92 1.23 179.72 4248.09 0.47 16.88, 464.00 +0+0.70E41 - 1.000 1.00 p1.00 -&1.00' 1.00 0.92 ' -, Z. 0.00 -0.00 , 0.00 0.00 . Length =8.oft 1 0.042 0.036 1.60 1.000 1.00 1.00 1.00 1.00 0.92 1.23 179.72 4248.09 0.47 16.88 464.00 +0+0.750Lr+0.750L40.450W41 • 1.000 1.00 1.00 1.00 1.00 0.92 - . - 0.00 -. 0.00 0.00 0.00 Length =8.oft 1 0.071 0.061 1.60 1.000 1.00 0.00.. 1.00 1.00 0.92 2.07 '302.26.4248.09 * 0.79 28.38 464.00 4040.750L40.750540.450W41 S ' 1.000 1.00 1.00-1.O0 1.00, 0.92 ,. ' *-'0.00 0.00 0.00 0.00 Length 8.0ft '.. I 0.042 0.036 1.60 1.000 1.001.00 1.00 '1.00 0.92 7.1.23 179.724248.09' . 0.47 16.88 464.00 +D0.750L+0.750S+0.5250E4I.. ,. 1.000 1.00 1.00.- .100' 1.00 0.92 ., -. 0.00'-, 0.00 0.00 0.00 Length =8.0ft 1 0.042 0.036 1.60 1.000 1.00 1 1.00 1.00 1.00 0.92 1.23 -. 179.72 •' 4248.09 0.47 16.88 464.00 0.60D#0.60W+0.60H - 1.000 1.00' 1.00 1.00 1.00 0.92 . . -.:;.. " 0.00' '0.00 . 0.00 -, 0.00 Length 8.0ft .• 1 [. 0.025 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.92 0.74 .1107.83' 4248.09 , 0.28 10.13 464.00 +0.600#0.70E-.0.60H ' . 1.000 1.00 1.00 1.00 1.00 '0.92- - -' 'e' 0.00 0.00 0.00 . 0.00 Length =8.oft ' I 0.025 1 0.022 1.60. 1.000 1.00 11.00, 1.00 1.00 0.92 , 0.74 107.83 4248.09 0.28 10.13 464.00 flOi[Mãi EEtions Load Combination •Span Max. "-' Deli Location in Span.. Load Combination Max. "-s-" Dell Location in Span +0+Lr4I , . 1- 0.0279 - 4.029 0.0000 0.000 ' . f'itions - Support notation : Far left is #1 Values in KIPS Load Combination - Support 1 Support 2 ... Overall MAXimum , 1.176 1.176 . • Overall MiNimum . . 0.370 I' 0.370 ' ' . . . • - . . . +041 0.616 0.616 - 0616 0.616 +0+1141 . '. ' - - 1.176 1.176. ' ' - +1J-s-5+H - 0.616 .0.616 - . ,-. .. • - - . - , , . . . - +13+0.750Lr+0,750L41 , 1.036 1.036 +0407501-40750541 ': . 0.616 0.616 . - '' -• :.- - ... * -+0'0.60W-+4-1 . , , . ' 0.616 0.616 -+0-+0.70E-+H 0.616 0.616 -00.750Lr-'0.75OL4O.450W4l . . 1.036 ', . 1.036 . , • - -00.750L-.0.750S40.450W4l 0.616 0.616 , S S +0'0750L-+07505-405250E-+4-1 0.616 0.616 ' . q , -.0.60D-+0.60W-+0.60H . . . . , 0.370 0.370 '. . '- •' ' -.0 60D-.O 70E-.0 60H 0.370 0.370 DOnty • . . . . - 0.616 0.616 , 1 LrOnly 0.560 - 0.560 . .5 . - •'- •, • L Only :' . SOnly - , , , , WOnty ' . , . • - -. - / .. . S '._ - . . * •, ,•0. •, , 5 . - - E Only i . , - s. 1. .. - . - 5 , - . .• S 5 . • - , . HOnly -1' - - S • . -S S S S ': - . ••S4_.S ', . •:-,.- .• -S .5 5 4 4 4 1- I S , 'n • '- - -: * S ' ' • . -.5- 4 5., 4 '4' 1 ' S . - . I ':,: .4 , '. 4 5 .. , C . '-' .-. • , - I . ' - 5 3 . • - - . ', 5., 4 -'-• k , - . . 5 .1.-S .., • - • , 5' - 5' . S . ' S ' r 1'' . ' S S 5. - . __5• 5 , - S '' S • • - -, 5- 55_Jr 5' . . - S • 5* ',' •..' .T5 . S - ,•- - .- • • . - S . ' - - - 4,. - ' ;. - S , '•'-•;' -' . . . -. - - - - -:- . St - , - .'', - , i'.. . . .' ...L NlCConsultants . .Projectlitle: ' C '. 23 Corporate Plaza Drive •. 'Engineer: -. ••-s ;,Project]D:- Newport Beach, CA 92660 Project Descr: Printed: 11 AUG 2017,11:42M Wood 'Beài'n . . File D:\Projects\(1709.03) LA COSTA\8-9-2017\La Costa.ec6 . . ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 Lic~#: KW-0601104W -. Licensee : .l[I(sTflT1 S I Description : GLB51l8x18 - -. ..okf .5 . - iODE'REFERENCES 1 ' . . . . - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' '. " . ... S•S Load Combination Set: IBC 2015 * Material Properties . . . .. ,. " . • ..' ''.,, . ' * - Analysis Method: Allowable Stress Design Fb + - - 2,400.0 psi F: Modulus of Elasticity •.. - Load Combination IBC 2015 , ' Fb -' 1850.0 psi Ebend- xx , - 1,800.0 ksi - e r Fc - Pdl , 1650.0 psi Eminbehd - xx 950.0ksi WoodSpeies : DF/DF - . Fc - Perp 650.0 psi Ebend-yy. - .1,600.01ksi Wood Grade. :24F - V4 - Fv 265.0 psi Eminbend - yy 850.0ksi - Ft . .. 1,100.0psi ' Density. -. 31.20pcf Beam Bracing Beam is Fully Braced against lateral torsional buckling -. C' Lpp1ied Loads . .. . •. Service loads entered. Load Factors will be applied for calculations. .' Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width = 9.0 It, (Roof Dead & Live Load) - . . . - - . , .,,, . ,• Point Load: D = 1.320, Li = 1.20 k @ 11.0 It, (PSL) Point Load: D = 1.320, Lr = 1.20k @20.0 It, (PSL) 1DESIGN SUMMARY . - :. •c •i Maximum Bending Bending Stress Ratio = 0.550 I Maximum Shear Stress Ratio * 0.311: 1 Section used for this span . 5.125x21 Section used for this span -. . - 5.125x21 fb: Actual = 1 539 21 rsi fv Ar'.tiji . = 11Y IR nsi D(1.32) Lr(1.2),. - D(1.32) L1.2) DO.198)Lr(O.18) C. • 5.125x21 . .: •. - :- ,Span =24.Oft' . . 5 - .• FB : Allowable 2,799.10psi Fv:Aflowable . = '. 331.25 Psi , Load Combination : -+O-+Ir4l . Load Combination . ' . . . slJ4.j41 Location of maximum on span = . 11.036ft . . Location of maximum on span = • . 22.336 ft Span # where maximum occurs = ' Span # 1 - ' . Span # where maximum occurs = ': Span # 1 Maximum Deflection ,. ' . ' Max Downward Transient Deflection 0.314 in Ratio = 917>=360 4. Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.684 in Ratio = . 421 >=240. . 4 Max Upward Total Deflection 0.000 in . Ratio = - 0<240.0 Q.. 5- fM Forces K-Sir-essesfor natiTi1' -. .. . .5 . . . . Load Combination Max Stress Ratios . ' Moment Values . ' Shear Values Segment Length Span# M . V Cd CFN C Cr . Cm C . CL - M : Pb - V fv Fv 40+H , . - - . 0.00 .. - 0.00 0.00, I. 0.00 Length =24.0ft . l 0.413 0.233 0.90 0.933 ' 1.00 1.00 1.00, 1.00 1.00 26.10 .831.56 2015.35 . 3.99 55.64 238.50 . - - 0.933 1.00 1.00 . 1.00 1.00 1.00 , 0.00 0.00 0.00 0.00 Length = 24.Oft - 1 0.371 0.210 1.00 0.933 1.00 .1.00 1.00 . 1.00 1.00 26.10 831.56 2239.28 ' 3.99. . 55.64 265.00 . S . - 0.933 1.00 1.00 1.00 1.00 1.00 - 0.00 0.00 0.00 0.00 Length = 24.0 ft 1 0.550 0.311 1.25 0.933 1.00 . 1.00 1.00 1.00 1.00 48.32, 1,539.21 2799.10 , 7.40 103.18- 331.25 0.933 1.00 1.00 1.00 1.00 1.00 - ' '0.00 0.00 . 0.00 0.00 Length = 24.0 ft 1, 0.323 0.183 1.15 0.933 1.00 '1.00 1.00 '• 1.00 .1.00 26.10 831.56 2575.17 -3.99 . 55.64 -304.75 -fO-+0.750Lr40.750L#1 5 - - - . 0.933 1.00 :100 1.00 1.00 1.00 -- - .0.00 0.00 , 0.00 0.00 • .5'. -S. -, I • ' ' .5 * 5'-. , ' . ' Si -, . .S. - . *S - '5 • S - -' • 5- . - . ' . S J •' . SC • . -I * • . '• $• , ...S ,C .. -, S., , • , . , - - - ' . , . 5, ., , * -.5 .. • . , S . • , ,. ,,. ', . - :' - .- .. - S • - d. * .,- L 4 I .5 5.5 4 -- -.-- ' NIC Consultants , Project Title: '. Corporate Plaza Drive - 1 23 Engineer: Project Beach, CA 92660 . 'Newport Pro?ectDescr: ID: Printed, 1IAUG 2017 1142AM VVood Beam • File = D:\Projects\(1709.03) LA COSTA\8-9-2017\La Costa.ec6 - .•, . ,. ENERCAIC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 IU'iEsIi1sIMiliLsIW 'Licensee NIC Consultants Description : .GLB51/8x18 - At... .. r _:•' ;" - Load Combination Max Stress Ratios I' , •' Moment Values e '• Shear Values Segment Length . Span # M V Cd C FN C i - Cr , Cm C I CL M fo • ..F'b V' fv •F'v Length = 24.0 It 1 0.487 0.276 1.25 0.933 * 1.00- 1.00. 1.00 1.00 1.00 42.76 1362.30. .2799.10 . 6.55 91.29' 331.25 -+1J-'0.750L-+0.750S-+H 0.933 1.00 1.00 1.00 1.00 1.00 -. 0.00 0.00 . 0.00 0.00 Length = 24.0 It 1 0.323 0.183 1.15 0.933 1.00' 1.00. 'l.00 1.00 1.00 , 26.10 831.56' .2575.17 3.99 55.64 304.75 -+040,60W+H a ' 0.933 1.00 1.00-, 1.00 1.00 )1.00- ' 0.00 0.00 . . 0.00 '0.00 Length = 24.0 It 1 0.232 0.131 1.60 0.933 1.00 ,1.00 ',1.00 1.00 .1.00 26.10 831.56 ,3582.85 3.99 55.64 424.00 -+D-+0.70E+H , . 0.933 . 1.00 1.00. 1.00 '1.00 1.00 - . - -',,. 0.00 ' 0.00 o.00- 0.00 Lengths 24.0 It . 1 . 0.232 0.131 1.60 0.933 1.00. 1.00 1.00 SIOO 1.00 26.10 .' . 831.56 -. 3582.85 3.99 55.64 . 424.00 4040.750Lr40.750L40.450W+I-1 ' - ' . 0.933 1.00 . 1.00 1.00 1.00 1.00 - - ... 0.00 0.00 . , 0.00 0.00 Length =24.oft - - I . 0.380 0.215 1.60 0.933 1.00 1.00 1.00 '1.00 . 1.00 '42.76 1,362.30 -3582.85 6.55 91.29 424.00 -+00.750L-+0.750S40.450W4l 0.933 1.00 100 .1.00 ' 1.00' 1.00 " '- ' - 0.00 0.00 0.00 0.00 Length = 24.0 ft ' - 1 0.232 0.131 1.60 ' 0.933 1.00 1.00 1.00 1.00 1.00 26.10 '. 831.56 3582:85 - 3.99 . 55.64 424.00 00.750L40.750S+0.5250E-*( - 0.933 1.00 1.00 t,100 1.00 1.00 -" . '0.00 0.00 . 000' . 0.00 : Length = 24.0 ft ' . 1 0.232 0.131 1.60- 0.933 1.00 1.00 1.00 ' 1.00 , .1.00' -26.10 ' 831.56 3582.85 , 3.99 - 55.64 '424.00 -+0.60D40.60W40.601-1 ' . 0.933 , 1.00 il.00 •1.00' 1.00 1.00 , - -.. 0.00 0.00 0.00 0.00, ' Length =24.oft I ., 0.139 0.079 1.60 0.933 1.00 11.00. 1.00- 1.00 1.00 15.66 - 498.94 '3582.85 2.40 33.39. 424.00 ' #0.60D+0.70E+0.60H . 0.933 1.00 1.00 1.00 41.00 e1,00 ' , 0.001 . 0.00. ' 0.00 0.00 Length = 24.0 It 1 0.139 0.079 1.60 0.933 1.00 1.00 1.00 1.00' 1.00 . 15.66 ' 498.94 -3582.85 •, r40 33.39 424.00 - ,. - Load Combination Span Max. '-" Deft Location in Span ' Load Combination - Max. '+' Dell Location in Span '- +0+ti#H - ' , 1 0.6839 ' 12.175 0.0000 - - 0.000 .' erficatl:Rea ... .. ' - Support notation: Far left is #1 '- . Values in KIPS Load Combination ' ' -. , Support 1 Support 2 Overall MAXimum 6.601 8.071 - Overall MiNimum . . , 2.154 ' 2.616 C- .+-jj+H .3.591 4.361' ., •' r' ,. is,.' ,' - ' '5 . ' +4J+l-+4-$ 3.591 4361 p * . +0-'Ii+H , . . . 6.601 . 8.071 +D-s-541 3.591 4.361 -. -O0.750Lr-.0750L+H • 5.848 7.143 .'- -+0+0 750L-+0 750S-'4-t 3.591 4.361 40-+0.60W-+H' - , 3.591 4.361 +040 70E-eH 3.591 4.361 • ' f00.750Lr-+0.750L*0.450W+H 5.848 7.143 +0+0 750L+0 7505.0 450W-+H 3.591 4.361 .. -0'0.750L-.0.750S+0.5250E+H 3.591 4.361 -+0.60D-.0.60W#0.60H - • . 2.154 2616 - - ,' --+0.60D.+0.70E-+0.60H . " . , , 2.154, ..... ...... 2.616 •''.( DOnly 1' ' '3.591 4.361',-. ..'1. LrOnly . . 3.010 3.710 '" , . . -. ' ' ' ' - . -, LOnly SOnly ' .. '= - - . . . . . • . . . : .- - ', -' '-' WOnly _ . ,. ' - EOnly , . , - " • . -' -. " ',.' .• '• . H Only . . . - a -. ' . ' -S '.. 5 . - - S , 4 . 1E • 5. 4' '., ,.. , - . 7. .........-, S . . . *4.' - - .• .' . , . . a-.." -. - .-'' - - .-•* • , - -. .•_*...-4 - • .al, • . .' •• . , ,- - C i': - 'V - . 4 . '- , - ' ''• . * • '' , 4 • - . . - - . ,' . , hI ,:, . ,, 'S - - :. •. S - . ' '' .' ,1 - . - - C S •_ p ' - a-,! ' - - 4. -5. '5 --J.L'' '. •5, I • ,'. .4 .- ', -; ',s s • • - . - . . -.'. ._ - •,•_ -. ., .•. . . -. . - - , C ;_ s •. - P - S 1 - '"'"I - - 4 4 - ' . is, , ' ' •, -- -.- '.• . - . - - 'p 446 . • , 54 ,5 " .4.. - . • , . ? .-S••.4. " - -. - I I - - , . a. - - -. - S - .- ---• • , - - 1. Ml( Consultants - . Pr,r't TiIi3- F • '"j'.-••" ,."S• - ., -- 23 Corporate Plaza Drive Engineer Project ID Newport Beach CA 92660 Project Descr Printed: 11 AUG 2017, 11:32AM WoodBearn . .. • - File= D:\Projects\(1709.03) LA COSTA\S-9-2017\La Costa ec6 • ' . . ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24' lLi __-ii__.....- -Licensee Description: 84: GLB 51/8 x18 . - - . E07 REFERENCES ' - • -. .t_.. -.- -, S -S f•'-S I - •'• : Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 + Load Combination Set IBC 2015 , - Material Properties . . .. '• F F ' . Analysis Method: Load Resistance Factor D : Fb + •. .. 2,400.0 psi " E :'Modulti of Elasticity Load Combination IBC 2015 . :l3 1,850.0 psi -.'Ebe'nd-xx , 1,800.0ksi Fc - PrlI 1,650.0 psi 1 Eminbendx 950.0ksi . Wood Species :'DF/DF -. . •, Fc-Perp -. ' 650.0psi . '-',Ebend-y9 7 - 1,600.0ksi Wood Grade •: 24F - V4 . -. . Fv 265.0 psi Eminbend - yy 850.0ksi Ft I 100.0 psi Density 31 20pcl Beam Bracing: : Completely Unbraced . --4, . 9 • 1 Service loads entered. Load Factors will be applied for calculations. I inifnrm I -d n = A n9Xt. I r = A A)n i,f Tik,4n, 150,11k - '3(1(4 ID,--j fl,-,,,-1 e I ,,,, I ,..,Al I- DESIGN SUMMARY .-...- - . Maximum Bending Stress Ratio = .. 0.0931 Maximum Shear Stress Ratio = ' .. 0.044 :1 Section used for this span 5.125x18 . . Section used for this span . . -. 5.125x18 fb: Actual = 364.64psi fv: Actual -=. .19.96 psi FIB: Allowable = 3,918.77psi Fv: Allowable ' 457.92 psi Load Combination . -s-1.20D+160Lr-+050L+160H • Load Combination +1.20D-'-1.60Lr-+0.50L+1.60H Location of maximum on span. =. 12.000ft Location of maximum on span = . • 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs ., = Span # 1 . Maximum Deflection Max Downward Transient Deflection . 0.067 in Ratio = .4299>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 1 Max Downward Total Deflection 0.141 in Ratio = 2047 >=240. -"-- Max Upward TOtal Deflection 0.000 in Ratio.= . 0<240.0 F. - .5. .. 1 - . S I , ', • . , '--S F [MiForces 8trësiis fcW iibijions Load Combination Max Stress Ratios * . • - Moment Values Segment Length Span # M V C FN C t---Cr -Cm C t CL Mu' lb - . Fb • . Vu fv Fv +1.400+1.60H' . . . . , ' 0.00. 0.00 0.00 0.00 Length =24.0ft . 1 0.065 0.031 0.60 0.948 1.00 1.00 1.00 1.00 0.94 4.44 • 192.31 2939.08 0.65 10.53 343.44 +1.200-.0.5OLr+160L+160H . 0.948 1.00 1.00 1.00 1.00 0.94 . - ' 0.00 - .000, 0.00 0.00 Length = 24.0 It I - 0.058 0.027 0.80 0.948 1.00 1.00 1.00 1.00 0.94 5.24 227.28 3918.77 • 0.77 .12.44 .457.92 +1.200+1.60L-.O.505+160H - 0.948 1.00 1.00' 1.00 1.00 0.94 -.., 0.00 0.00 - 0.00 0.00 Length = 24.0f1 1 0.042 0.020 0.80 0.948 1.00 1.00 1.00 1.00 0.94 3.80 164.84. 3918.77 0.55 9.02 457.92 . .s-1.20D+16OLr+050L+160H . 0.948 1.00, 1.00 1.00 1.00 0.94 " * . 0.00 .0.00 0.00 0.00 Length = 24.0 It .1 0.093 0.044 0.80 0.948 1.00 1.00 1.00 1.00 0.94 8.41 . 364.64 3918.77 1.23 19.96 ,457.92 +1.20D+1.60Lr40.50W-i-1.60H 0.948 1.00 .1.00 1.00 1.00 0.94 . 0.00. 0.00 0.00 0.00 Length= 24.0ft • . 1. - 0.093 0.044 0.80 0.948 1.00 1.00 1.00 1.00 0.94 8.41. 364.64. 3918.77: 1.23 19.96 '457.92 - +1.200-+0.50L+1.605+160H . 0.948 1.00 1.00 .1.00 1.00 0.94 '' - 0.00 - 0.00 0.00 - ' 0.00 , Length 24.0 ft 1 0.042 0.020 0.80 0.948 - 1.00 1.00 1.00 1.00 0.94 3.80 164.84 3918.77- 0.55 . 9.02 457.92 - , '. 's ,, -. . . b..'- I- - ,.' ' ;f ' "_ • , - I - '1 - --';•.-'--•-- ';.,.F - :5'.. ' • - - - L .. ' - ,, ; 1 ,, • ' , - , . .r i NIC Consultants - Vr Project Title: •' -. - .• -. Project ID: 4 23 Corporate Plaza Drive Newport Beach, CA 92660 IVVV pro?ectoescr: . Ii '4 1 Printed: IlAUG 2017,11:320 • V File D:\Projects\(1709.03) LA COSTAi.8.92017\La Costa Vec6 o o earn ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 -- V Licensee --: NIC Consultants, S Description: 134: GLB 5 118 x18 . V V. ••V V V VV5 V • V • tV Load Combination V V Max Stress Ratios Mohent Values .. -' Shear Values SegméntLength Span# M V CFN C V CV' Cm Ct 'CL Mu V , tb ./'. Fb : Vu fv Fv V V +1V200+1V605-+0V50W+1.60H 0.948 1V00V 100 100 100 0.94 J . 000 000 0.00 000 Length =24.0ft 1 0.042 0.020 080 0.948 1.00 100 1100 100 094 . 380- 164.84 391877 055 902 45792 +1.20D40V5OLr#0V50L+W+160H , V 0.948 100 1.00 100 . 100 0.94 - • 000 V 000 000 000 V Length =24VOft 1 0.046 0.022 100 0.948 100 100 100 1.00 094 V 5V24 22728 14898V46 077 .12.44 57240 +1V20D40V50L+0V505+W+1V60H V 0.948 100 1.00 100 100 0.94 V V 000 0.00 000 000 Length *24VOft. .1 0.034 0.016 100 0.948 100 ' 100 100 1.00 0.94 380, 164.84 V 4898.46 055 902 572.40 +1.20D4V50L40V70S*E+1V60H V 0.948 100 1.00 100 100 094 V ,', 1, 0.00 -. 0100 0.00 0.00 Length =24.Oft 1. 0.034 0.016 100 0.948 100 V 100 100. 100 0.94 380-.- - 16484 : 4898.46 055 902 572.40 -'0V900+W40V90H 0.948 100 100. .1.00 100 094 - Y .0.00 0.00 0.00 0.00 Length = 24.0 ft 1 . 0.025 . 0012 100 0.948 100.100 100 100 094 2.85 . . 123.63 489846 042 677 572.40 40.900+E40.90H •' .. V 0.948 1.00 1.00 1.00 100 0.94 0.00 0.00 0.00 000 Length = 24.0 ft 1 0.025 0.012 1.00 0.948 100,. 1.00. 1.00 1.00 0.94 2.85 123.63 r 4898.46 042 6.77 572.40 EOIIiiimum DfIjions- V - V. Load Combination Span Max Deft Location in Span Load Combination Max + Deft Location in Span V V +D+1i+H - V 1 ' 01407 • 12.088 V V 5 V 0.0000 0000 - Vertical Re ion Support notation: Far left is #1 ' - V Values in KIPS Load Combination - . Support 1 Support 2 V • V,: Overall MAXimum V V V 1.008 1.008 V •V V ':- V Overall MINimum - V V 0.317 10317 : V V V ., -Z.V - 1. V V 0.528 0.528 VV V VV V V V V V s1J+I_+H . • V V V 0.528 0.528 1 • V V• • V V e0+Lj'-+4-I • V V -.1.008 1.008 Vt' ' •'5 V V V VV • V - V V * 8 , 0528 0.52 At V 'C' - 'V V C • ' V 4040.750Lr40.750t-fl-I V 0888: 0V888V. V• V VVVV V S V VI VV 4040 750L'O 750S'4-I t 0.528 0528 ' +0+0.60W+fI - - V 0.528 V V 0528 V V V ni ' •r +040.70E-+1-1 . V V 0.528 0.528 V V V - V \ - V VV V +0+0750Lr+0.750L-.0.450W+H S • 0.888 0.888 V V, .....- V V V V 040V750L-+0.750S40V450W+H 0.528 0.528 V • V +040.750L40.7505+05250E-.4-I V 0.528 0.528 V V V, V V VV V 060D40.60W'060H 0.317 V S0317. VV V V V 0V60Df0V70E40V60H V V 0317 .0.317 V V VS D Only . . 0.528 0.528 - . V V I V - V5• V - :' - V ' Lr Only V VV • V V 0.480 V . 0.480 LOnty V S Only • , - ' V V -1 . V , V S W Only ' :. EOnly ' - • . 4V5 • V ' V V' ,.. HOnty - • V V • V -' V V V. V - V - - • 4' V - . 1 V C C V. * V S V , 4 V / V V V V V •. V VV_V.VVV*V .V V V C V VI V V 5 4 - . S • V V :'-' • 5, ' V Vt V 4 VV V . 4 * ' - I . •S .. - ' V V 4 - ' V * 4 V V tVI ._ VV .: V 'V V • V • V V 5V VV .V,.V,aV,_ V VJV - 4 4 - c ,4 V • V 5 . . ,_S 5 - . VtV V - V V V V - t .'. V •_V -'.- +1 •V VV I .' V • _ TV V V 5 •VS(V V_ 15 - V *V l VV a .-' ¶ I - V •4 V• _V5 V VVV_ V S•4 V , V 44' V V 45 V' V V V V V - 45 .. - - VV * S * • V• -'V V C I V4 i It . V V V • V V V V' V • . - V V S - VS V - ., . * I .• . .. ., . . 1 ' . -. . . • -, - - . . -.: • NIC Project No. 1709.03 .. LA COSTA GIN - .•.1 . • - 0. - . r. • - 1 .,, -. . . .-. I- • ç '-•- 4' '• -. . - ..- . . . - . • 41.4 .. r • . ... .- 4* •• •. . . .1' - 7 .'. 1 . - k • -. . •%. .• .4 "I -, - ,-•• - .. . - . •. - •: - .4 - . ' . . - - . .• '.4 . . 'C - •, 4,# 4 .J' • r * - • . • •- . .- . - , .. - , . . . .. . * .- . 'u,• , loor.-Fra .ming :- -' '0 t 4'-0" ' 1 Bi u./ I : ':' I' • • - -: •' -. * -•*•_ - . . . .-. - .•.'• •.- NIC Consultants .. - www.NIC-ENG.com . 23 Corporate Plaza Dr Newport Beach CA 92660.'P (949) 629-2529, 9 629 2501 -- NIC Consultants C Project Title Corporate Plaza Drive Project Engineer: ID Newport Beach, CA 92660 Project Descr. IJ 23 Printed: 11 AUG 2017, 11:30AM WOOd Beam - File - D \Proiects\(1709 03) LA COSTAt8-9-2017\ta Costa ec6 .. ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 Lic. #: KW-060110401 Licensee I[S(IT1I Description: 81: GLIB 51/8 x15 @2nd Floor rCODEREFERENCES I Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 \ - Load Combination Set IBC 2015 Material Properties Analysis Method: Load Resistance Factor D - . Fb + - 2400.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 1,850.0 psi Ebend- xx , 1,800.0ksi Fc - Pdl 1,650.0 psi Eminbend - xx . 950.0ksi Wood Species : DF/DF ' . FcPerp 650.0psi Eberid-yy ' 1,600.0ksi Wood Grade '.:24F-,V4 . .. - Fv . 265.opsi . Eminbend - jry 850.0ksi Ft 1 100 Opsi 'Density'- 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsiohal bucklina - . .... -. 5, . • : - - --' -, •' •' -•'t i. -. - .T . C- • 0(0 275) Lr(0 22) c7 I - . - -5. - •- -, . - -. S () ,-. . S •, / - - 5125x15 ., 'S.0 Ch St • -,•- - - • - I Span =l5Oft F £iLids -"" e 1 - Service loads entered -Load Fctôrs will be applied for calculations. - Uniform Load: D = 0.0250; Lr = 0.020 ksf, Tributary Width = 11.0 ft, (Floor Dead & Live Load) • - __I __VS0114MAR? 1 IIf;llI.] Maximum Bending Stress Ratio . = 0.2891 Maximum Shear Stress Ratio -' -= ' 0.183: 1 Section used for this span - - 5.125x15 Section used for this span - ' 5.125x15 fb: Actual - = 1,197.66p5i fv : Actual =... 83.78 psi - :FB: Allowable = 4,147.20psi ...' . Fv: Allowable .. - = 457.92 psi -. Load Combinatián +1.20D+1.60Lr4050L+160H - Load Combination : +1.20D-i-1,60Lr-050L+160H - Location of maximum on span = 7.500ft Location of maximum on span 13.796 ft Span # where maximum occurs = Span # 1- .- Span # where maximum occurs . = - - - Span # 1 Maximum Deflection $ Max Downward Transient Deflection 0.097 in Ratio= 1852 >=360 - - Max Upward Transient Deflection 0.000 in Ratio = _0 <360 Max Downward Total Deflection . 0.219 in Ratio = . 823 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240 0 e C MãxiñiiiForces &Stresses fóiL CiiiIiiions J . . . Load Combination Max Stress Ratios . . -. Moment Values .. -Shear Values -' Segment Length Span # M V X C FN C i C1 : Cm C t CL Mu lb . Fb - Vu ftr Fv . +1.40D+160H t - . . . . 0.00 0.00 0.00 0.00 Length =.15.oft I 0.217 0.138 0.60 1.000- 1.00 1.00 1.00 .1.00 1.00 10.83 676.10 3110.40 2.42 47.29 343.44 +1.200-.0,5OLr+160L+160H 1.000 1.00 - '1.00 1.00 L1.00 1.00 . - - - 0.00 0.00 0.00 1 0.00 . Length = 15.0 ft 1 0.186 0.118 0.80 1.000 1.00 1.00 1.00 1:00 1.00 12.38 . 772.68 4147.20 2.77, 54.05 457.92 +1.200+1.60L-.0505+160H . 1.000 1.00 11.00 1.00 1.00 1.00 . •. 0.00 0.00 - 0.00 - 0.00 Length = 15.08 1. 0.140 0.089 0.80 1.000 1.00 1.00 1.00 1.00 1.00 9.28 .' 579.51 4147.20 . 2.08 40.54- 457.92 +1 200+1 60Lr+0 50L+1 60H 1.000 1.00 1.00 '1.00 1.00 1.00 000 000 000 000 Length =150ft 1 0.289 0.183 080 1.000 100 100 100 100 100 1918 119766 414720 429 8378 45792 +1.20D+16OLr+50W+160H - 1.000 1.00 iOU 1.00 1.00 1.00 - - 0.00 ) 0.00 '0.00 0.00 • Length= 15.0 ft 1 0.289 0.183 0.80 1.000 1.00 1.00 . 1.00 1.00 1.00 19.18 1,197.66 - 4147.20- p4.29. 83.78 457.92 +1.200-.0.50L+1.605+160H - - 1.000 1.00 1.00 . 1.00 1.00 1.00 - 0.00 .0.00 0.00 - 0.00 Length= 15.0 ft • 1 0.140 0.089 0.80 1.000 1.00 j.00 ;1.00 1.00 1.00 9.28t 579.51. 4147.20 , 2.08 40.54 457.92 - Cs 'C - . .5 . - . - $_--._ .•-• . • . ,.5_ - 1 -1 .' - 1 - 4 5 .,• 5. • .-tI - - _5._ S 4 5 . ,, -i NIC Consultants * Project Title: . 23 Corporate Plaza Drive - Engineer: Project ID Newport Beach, CA 92660 Prolect Descr: Pdnied:l1 AUG 2Oi7,l1:3OAM W 00 earn . File D:tProjec(s\(1709.03) LA COSTA18-9-2017\La Costa.ec6 . ENERCALC; INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 Licensee aI[S(I1T1I Description : Bi: GLB 51/8 x15 @2nd Floor * Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C FN C1 Cr Cm C CL Mu fb Fb Vu fv Fv +1.200+1.605+0.50W+1.60H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length= 15.0 ft 1 0.140 0.089 0.80 1.000 1.00 1.00 1.00 1.00 1.00 9.28 579.51 4147.20 2.08: 40.54 457.92 +1.20D+0.5OLr+050L+W+160H . 1.000 1.00 .1.00 • 1.00 1.00 1.00 • : 0.00 / 0.00 0.00 0.00 Length = 15.0 ft 1 0.149 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.38. 772.68. 5184.00 - 2.77 54.05 572.40 +1.20D-+0.50L+0.505+W+1.60H ' 1.000 1.00 1.00 1.00 , 1.00 1.00 . 0.00 •. -0.00 0.00 0.00 Length= 15.0 ft I , 0.112 0.071 1.00 1.000 1.00 .1.00 1.00 ' 1.00 1.00 9.28 - 579.51 5184.00 2.08 40.54 572.40 +1.20D+0.50L+0.705+E+1.60H '1.000 1.00 1.00 - 1.00 1.00 1.00 - 4 '"0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.112 0.071 1.00 1.000 1.00' 1.00 1.00 1.00 1.00 9.28 579.51 5184.00 f2.08 40.54 572.40 .*0,90D4n/+0,90H . . . ' 1.000 1.00 1.00 1.00 1.00 1.00 '' " 0.00 ' 0.00 0.00 0.00 Length r15.0ft. 1 • 0.084 0.053 1.00 1.000 . 1.00 . 1.00 1.00 1.00 1.00 6.96 434.63 5184.00' 1.56 30.40 572.40 0.90D'+E0.90H,':_1 1.000 1.00 1.00 .1.00,1.001.00 10.00. 0.00 0.00 0.00. 'Length= 15.0 ft .' 1 0.084 0.053 1.00 1.000 1.00 ,1.00' 1.00 1.00 1.00 6.96 , 434.63 • '5184.00 . 1.56 30.40 ' 572.40 EOii Mi bfltuóris Load Combination Span Max Dell Location in Span Load Combination Max + Dell Location in Span '0+1j+1-I . 1 0.2186 . 7.555 - . ', '0.0000 . 0.000 f 'VtuIRtions Support notation Far left is #1 , Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum - .. 3.713 3.713 , -' . .. '• • . Overall MiNimum i ' . 1.238 1.238, : • • , , • . • ,. -+1J+H 2.063 2063'.' . .•' ':'.=2' , 2.063 2.063 - .14 . ' ' • 3.713 - 3.713 ' -+0+S-+4-i 2.063 2.063 -+0+0 750Lr-+0 750L-+H 3300 3.300 +0+0 750L#0 750S-+l-1 2.063 2063 +0+0.60W+H ' . . , . 2.063 2.063' . -• '..; . " - -s1J-+070E-e4-t 2.063 00.750Lr-+0.750L-+0.450W+H , 3.300 3.300 , ' • . . . . • ' • . , . . +0+0.750L+0.750S+0.450W+H . 2.063 2.063 '• ' - , - • , , -+040 750L-+0 750S-+0 5250E-+4-i 2.063 2.063 0.60D-'0.60W40.60H • • 1.238 1.238 '- '- • - • '" . • - . ., - ' ,. -+0 600+0 70E-+0 60H 1.238 1:238 -. DOnly 2.063 2063 LrOnly 1.650 1.650 * 1 LOnly •.. . - . - . - , . -. . . SOnly 'W Only E Only - . . . . ' * . , ' • • 'H Only ,• . •• ... ,. . '. '' . *. ._.- , 4 -. . . • I • I • ,. : . • . - '-•' +• 'Si .'.. ,....... 4. I +'c * p I I S. •"_ • '+ :' ' . - t' ' ' 4 I - •, I ' j',, ;.I r . •, ' I . - ( 4 4 4 r - - - NIC Consultants • • Project Title: -.•- *. • 'r , ' 23 Corporate Plaza Drive '-.. Engineer: - Project ID: - Newport Beach CA 92660 Project Descr Fr~ Printed: Ii AUG 2017, 11:39AM -. VV d'B - File D:\Projects\(1709.03)LAcOSTA\8-9-2017\LaCosta.ec6 •• ENERCALC, INC. 1983-2017, Build: 10.17.724, Ver:10.17.7.24 lic. #: KW-06011040t 7 Licensee NIC Cc . a Description : • B2: GLB 5 1/8 x24 @2nd Floor 1ODE REFERENCES - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Load Resistance Factor b - Fb + -. - 2,4Ô0.0 psi E: Modulus of Elasticity Load Combination IBC 2015 ,, Fb - 1,850.0 psi - Ebend- xx 1800.0 ksi : Fc - Pl .1,650.0 psi - .Eminbend - xx 950.0ksi Wood Species : DF/DF . Fc - Perp 650.0 psi t Ebend- yy 1,600.0 ksi Wood Grade 24F V4' - ' Fv -, 265.0 psi . Eminbend - yy 850.0ksi 4 : Ft . . 1,100.0 psi ..ri Density 31.20pcf Beam Bracing Completely Unbraced I.. . t. 2.772) Lr(2.52) D(2.063) Lr(1.65) D(2.772) Lr(22) . D(2.063)Lr(1.65) . D.1;5)Lr(o.14). . '•• . .-....-... ç.5.125x24' . . Span =24.oft - Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0250, Li = 0.020 ksf, Tributary Width = 7.0 ft, (Floor Dead & Live Load) Point Load: 0=2.063, Lr=1.650k@11.0ft,(GLB) ......... - : •- Point Load: D =2.063, Lr = 1.650 k @22.0 ft, (GLB) .. '-' , . .. •.. .. .., .. Point Load: D=2.772, Lr2.520k@8.0 ft, (Column) . • Point Load : D=2.772,- Lr=2.520k16.0ft 'DESIGN sum-MARY '1 Maximum Bending Stress Ratio = .0.819 1 Maximum Shear'Stress Ratio 0.500: 1 Section used for this span 5.125x24 , . Section used for this span . . . - 5.125x24 fb:Actual = 3,049.11 psi . fv:Actual ., ., 228.83 psi FB : Allowable = 3,720.75psi ' -. - Fy: Aitowable ' = • -. - , 457.92 psi Load Combination -'-1.200+1.60Lr+0.50L+1.60H Load Combination • - -'-1.200+1.60Lr40.50L+1.60H Location of maximum on span = 11.036ft Location of maximum on span ' =, -' 22.073 ft Span # where maximum occurs = Span # 1 .. Span # where maximum occurs . - . = .- Span # 1 Maximum Deflection . Max Downward Transient Deflection . . 0.397 in Ratio 724>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 ,. :' .... 'Max Downward Total Deflection 0.864 in Ratio 333 >=240. Max Upward Total Deflection 0.000 in Ratio --. 0<240.0 • -. --- V -, V . -- ,.. . . I - [MiWForces&'fresses fL iiitionsj -. '- . V. . • Load Combination Max Stress Ratios . . .• . Moment Values • - - Shear Values Segment Length • Span# M. . V .0 FN C Cr. Cm Qt CL Mu . tb Fb 4. Vu hi En - .i-1400+160H . .. ' 0.00 000 0.00 0.00 Length = 24.0 ft 1 - 0.598 0.366 0.60 0.921 . 1.00 1.00 1.00 1.00 0.90- 68.39 - 1,668.04 2790.57 10.32 125.85 343.44 +1.2004050Lr+160L+160H , . 0.921 1.00 1.00 '1.00 1.00' 0.90 -' 0.00 . 0.00 0.00 '4 0.00 Length=24.0ft . 1 0.520 0.318 0.80 0.921- 1.00 1.00 1.00 1.00 0.90 - 79.37 1,935.80 3720.75' ' 11.95 145.67 457.92 +1.200+1.60L+0.505+160H 0.921 1.00 1.00 1.00 1.00 0.90 - 0.00 000 0.00 0.00 Length =24.0ft 1 0.384 -0.236 0.80 0.921 -1.00 .1.00 1.00. 1.00k 0.90. 58.62 1,429.75 • 3720.75 - 8.85 107.87 457.92 +1.20D+160Lr-+050L+160H 0.921 1.00 - 1.00 .1.00 - 1.00 0.90 - - 0.00 ' 0.00 0.00 0.00 Length 24.0 It -, 1 -0.819 0.500 0.80 .0.921 1.00 1.00 1.00 1.00, 0.90 125.01 - - 3,049.11 3720.75 - 18.76 228.83 457.92 - -' - I • - £ . * '--'. * - - ' '. • .* &_. ts fl. - - - (S S * - - . - . - -- - - . 19 -. . - 2- - £ 1 4 S. NIC Consultants Project Title Corporate Plaza Drive Engineer: Project ' Project ID: Newport Beach, CA 92660 17 23 De scr: I " Plinlod: 11 AUG 2017, 11:39AM Wood Beam File= O:tProjects1(1709.03) LA COSTA18-9-2017\La costa.ec6 - . Lic.Consultants '• - ENERCALC, INC' l 9n2017, Build: 10. 17.7.24, Ver:10.17.7 -S1 Description : 87713 /8 724 @2nd Floor . .' . '• - - ... . . Load Combination Max Stress Ratios ., . - - . Moment Values '. Shear Value's..' . Segment Length ' Span # M V _ C FN C Cr.," Cm 't CL Mu tb Fb. Vu fv Fv +1.20D+1.6OLr"0.50W+160H 0.921 1.00 .1.00. .1.00 1.00 0.90 . 0.00 - 0.00 0.00 0.00 Length =24.Oft'- 1 0.819 0.500 0.80 0.921 1.00 .1.00 - 1.00 1.00 0.90 '125.01 3,049.11 3720.75 18.76 228.83 '457.92 +1.20D.0.50L+1.605+1.60H 0.921 1.00 1.00 ,1.00 1.00 0.90 . ' 0.00 no no no Length =24.oft . 1 0.384 0.236 0.80 0.921 1.00 1.00 1.00 1.00 0.90 58.62 1,429.75 3720.75 8.85 107.87' 457.92 +1.20D+1.605-.Q.5OW+1.60H 0.921 1.00' 1.00 i:oo 1.00 0.90 ' co.00. 0.00 0.00 '0.00 Length 24.0 ft 1 0.384 0.236 0.80 0.921 1.00 1.00 1.00 1.00 0.90 58.62 1,429.75 3720.75 8.85 107.87 457.92 S +1.20D-.50Lr4O50L+W+160H' 0.921 1.00 1.00 1.00 1.00 0.90 -1 0.00 . 0.00 0.00 0.00 Length = 24.0 ft . 1 0.416 0.254 1.00 0.921 1.00 1.00 1.00 1.00 0.90 79.37 1,935.80 4650.94 11.95 145.67 572.40 +1.20D+0.50L-+0.505+W+1.60H 0.921 1.00 .100 .1.00 1.00 0.90 4 .' 0.00 0.00 0.00 Length = 24.0 ft 1. 0.307 0.188 1.00 0.921 1.00 1.00 1.00 1.00 0.90 58.62 1,429.75 4650.94 • 8.85 107.87 572.40 +1.20D'0.50L+0.705-+E+1.60H . ' 0.921 1.00 1.00 1.00 1.00. 0.90 0.00 , 0.00 0.00 0.00 Length = 24.0 ft . 1' 0.307 0.188 1.00 0.921 1.00', 1.00 - 1.00 . 1.00 0.90 58.62 1,429.75 4650.94 8.85 107.87 572.40 -+0.90D+W+0.90H ' '-• 0.921 1.00 1.00',41.00 '1.00 0.90 -'0.00 0.00 0.00 0.00 ' Length =24.Oft ' 1 ' ' 0.231 0.141 1.00' 0.921 1.00' '1.00 . 1.00 1.00 0.90 43.96 1,072.31. 4650.94 6.63 80.91 572.40 40.90D+E40.90H 0.921 1.00.1.00 1.00 1.00 0.90' , .1 . 0.00 '0.00 0.00 0.00, Length = 24.0 ft 1 0.231 0.141 1.00 0.921 1.00 11.00 1.00 , 1.00 0.90 43.96 1,072.31 4650.94 6.63 80.91 572.40 rb-verafl-M-aif-m -um, be -flections ']-' Load Combination , . Span Max. Deft Location in Span Load Combination ' , Max. "+" Deft Location in Span 40+1J4H 1 0.8636 12.088 0.0000 0.000 . . Support notation: Far left is #1 ' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum .• . , 11.393 14.177 . . Overall MiNimum . . ' 3.697 4.625 • • • 6.161 -7709 40-!L4fi 6.161 7.709 , ,' .. - .5 . • . , , ,)_• - S . - . ' 11.393 14.177 +0+5+4-i ' . . 6.161 7.709 ' . , • ,. ' , ' I ' , +0'+0.7501-r+0.7501-+1 10.085 12.560 ' . . , ''• .. ' 4 . 'I . -f0-fO.750L#0.7505-4H .• . - ' 6.161 7.709 - . . , . =..•" . . - , 4. .5 4' ' +O+O.60W+4-1 • , , 6.161 7.709 ' . ' ' - : ' . : +D-.O.70E+4-1 ' . 6.161 7.709 . 00.750Lr+0.750L+0.450W4i . ' ' 10.085 12.560 ,' . . . ,•. "I'... "i' 40-'O.750L+0.750540.450W4H . . 6.161 7.709 - - . . . . ' •' . , , :, +D0.750L+0.7505+05250E+H - 6.161 7.709 - • Jr 0.60D+0.60W+0.60H . 3.697 4.625 ,-• '' ' '' . 0.60D-+0.70E+0.60H . 3.697 4.625 . ' DOnly ' . , '6.161 ' ' 4 . .- _ .•• . . ., .7.709. . - .5- Lr Only 5.231 . 6.469 . I •• , LOnly . . . . . . ' , , , ,, -' . ,. - .. ' .S Only WOnly •• . • .• ' '-, E Only H Only - . - . , . ' J , " . . . ': '-. - . - . . - .- '. • ! - ' . . '. - . . ' ' •° - "• . . ' ' . ' 4 . C I - • '.1 . , • . • 5 ,.• . ' I . •4'• .. •'! ,•, , 9 .• • • .' ' "_.S • 5• - S . , , . ' s - . S ,•• - - .- S , S ,, . I , - l 4 .5. .. S , 't S • • . -' , f,, .- - 'S I, S SJ S.-.'. ' - S.. C, • - '-•-. .5, - S ' S. .,. S. •, S I•' - - . 5 5 4 I , •, 5- I .' , , .5 , • .. 1 ' • :' -_• • •• y'_. •''.--. - C .I , ' _ • I ' ' S _- . • . 1- -- 1 •tIS ' ••,, 5 S ' . +1 ,.. 5j A '1 7. '' • ,,4 • -- S • • 14 • S 4 • -. ..', t• S ,,. - - 3, 1 NIC Consultants - .... : , Project Title: ..- 23 Corporate Plaza Drive 'r Project ID Newport Beach, CA 92660 Project scr - . Printed: 11 AUG 2017, 11:38AM Wo6d,Beam , , •-. File D:\Projects\(17O9.03)LACOSTA\8-92017\LaCosta.ec6 - '. . .•- , . ENERCAIC, INC. 1982017, Build: 1O.17.7.24, Ver:10.17.7.24 U!i.ir-nuI[sI.1flT1 - ' Description: B3: GLB 5 1/8x21 @2nd Floor :T. 'I ' roDE REFERENCES '- .. t4 .'' -:: • Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 ' ..• ,'-. . 741 Load Combination Set IBC 2015 1 ' 4Material Properties Analysis Method Allowable Stress Design .' Fb + 2,400.0 psi E Modulus of Elasticity Load Combination IBC 2015 h", Fb- 1,850.0 psi .., Ebend-xx . . 1,800.0ki - . ' Fc-Prll' 1,650.0 psi Ethinbéhd - xx , 950.0ksi WoodSpecies : DFIDF . - , - r Fc- Pérp 650.0 psi ., 'Ebend-yy 1,600.0ksi Wood Grade : 24F -,V4 .Fv ' -' 265.0 psi -' . Eminbend -yy 850.0ksi 1 .1 - -. . . ,.'s' .' Ft , .. 1,100.0 psi t'Density, . 31.20pcf Beam Bracino : Ream is Fully Rrar'pd ariaint iterI-tntinni hiir'kiiriri ' - . --n, ' ..: . '- -. '-' . .' 4:,,, n-'',.:. .1 .' ,, . - • ,. -. -r , 0(1.32) Lr(1.2) ' t. ; D(1.32 Lr(1.2) - D(1.32) Lr(1.2)' D(1.32) Lr(1.2 - 4. 4.. .x - •.,•,, - - ,- .'- - .-.-- __4 '8-4 ..'D(O.225) Lr( 18) 1 : 5• -- •4 44 5 125x21 .;Span 24.Oft . '. Service I6ads entered: Load Factors will be applied fo calculations. '• - Uniform Load: 0 = 0.0250, Lr = 0.020 ksf, Tributary Width 9.0 ft, (Reaction'@ Column) . .• - . . , Point Load: 0=1.320, Lr=1.20k@16.O ft, (GLB) . . - 4 •, - 1 •, Point Load D = 1.320, Lr = 1.20 k @80 ft (Reaction @ Column) Point Load D = 1.320, Lr = 1.20 k @240 ft (Reaction @ Column) i.,. Point Load: D=1.320, Lr1.20k@0.o ft, (Reaction @Column) . •.. 4.., . F'bESIGNSUMMARY EMU Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio - .=. 0.282: 1 Section used for this span , 5.125x21 '- , Section used for this span -, . 5.125x21 fb: Actual = 1,571.17psi . fv : Actual . . .. = ' 93.46 psi FB : Allowable = . 2;799.l0psi -: Fv: Allowable . •'-- • 331.25 psi 4 Load Combination Load Combination • Location of maximum on span = 12.000ft Location of maximum on span . , 1 '. 0.000 ft Span # where maximum occurs = • . Span #1 Span # where maximum occurs • - ' ,Span #1 -- • Maximum Deflection - , , -•., . -- -- - r,- ' - . . - Max Downward Transient Deflection 0.334 in Ratio = 863 >=360 -• ..:. • Max Upward Transient Deflection 0.000 in Ratio = 0 <360 - -- • .- ,-- •• - -. - Max Downward Total Deflection ' 0.729 in Ratio = 395 >=240. Max Upward Total Deflection • 0.000 in Ratio = 0<240.0 -•, , .. • - -. .=1,.. .5. - - .,.'• . - 44 4•_ ......... • . -' . -' - . Load Combination Max Stress Ratios - - - , . Moment Values - -'.. Shear Values - Segment Length .Span# M V Cd . CF. P4; C i Cr.. Cm C 1 CL' M tb-- 'F'b. .V. to F'v' +044-I • - - . - - . -- ' . ,' 'o.00 .. - -0.00 0.00 - -0.00 Length =24.oft 1- 0.423 0.213 0.90 0.933 1.00 '1.00 1.00 1.00 '1.00 26.76 852.48 2015.35 3.65- 50.81 ,. 238.50 ' - - 0.933 - 1.00 1.00 1.00 1.00 1.00 . 0.00 - 0.00 0.00 0.00+- Length 24.0 ft 1 - . 0.381 0.192 1.00 0.933 1.00 1.00 1.00 _-1.00 1.00 26.76 852.48 2239.28, - ' 3.65 • 50.81 265.00 . . 0.933 1.00:1.00 1.00 1.00 1.00 . -- •- 0.00 -. 0.00 0.007"0.00 - Length =24.oft - 1.-- - 0.561 0.282 1.25 0.933 1.00 1.00 1.00 1.00 1.00 49.32 1,571.17 • 2799.10, ,6.71 93.46 331.25 -' 0.933 1.00 1.00 1.00 1.00 1.00. . '-' 0.00 - 0.00 0.00 0.00 - Length = 24.0 ft 1 0.331 0.167 1.15 0.933 . '1.00 1.00 -• 1.00 1.00 1.00 26.76 - 852.48 '2575.17, 3.65 50.81 304.75 - . ,. . . , t_'',---.. - '2 "' - - • - - - -d .: -' 4•t ,.-i -. ' '- - -• -. - -- • 4-i- - .- . - 4- 4 - - - 4 - ' •• 4 C 1.. - . . - -''-.. ' . . - . - . 4, . - . •= . - - . 't 4 4 .+ -. ,.• .. - - 4 _i . - - - .; • ,44 • - - 4... .......... - - -4 . - , - ,. - - ,' • 1, Consultants Project Title: 23 Corporate Plaza Drive Project ID Newport Beach, CA 92660 1 NIC Project Descr k r7j] 0 1 Printed: ii AUG 2017, 11:38AM Wood Beam ' - - . Filer D:Projec\(1709.83) COSTA\&9-20ThLa Cos.ec6 . ENERCALC, INC. 1983-2017, Biild:10.17.7.24, Ver:10.17.7.24 - IH'eEI6I11hI401 Description : B3: GLB 5 1/8 x21 @2nd Floor . Load Combination - Max Stress Ratios 1 . 4 ... Moment Values . Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL . M lb F'b ; V fv F'v +Of0.750Lr40.750L-+H 0.933 1.00 1.00 1.00 1.00 1.00 '. - 0.00 0.00 0.00 - 0.00 Length r24.08 1 0.497 0.250 1.25 0.933 1.00 1.00 . '100 1.00 1.00 -43.68 1391.50 2799.10 5.94 82.80 331.25 +Of0.750L40.750S+H . 0.933 1.00 1.00. 1.00 1.00 1.00 t0.00 ,0.00 0.00 0.00 Length r24.0ft 1 0.331 0.167 1.15 0.933 1.00' 1.00 ' 1.00 1.00 1.00 26.76 852.484 2575.17-, 3.65 50.81 304.75. . 4040.60W1'H . - 0.933 1.001.00' 1.00 1.00 1.00' ' - 0.00 0.00 0.00 0.00 ,. Length = 24.0 It 1 0.238 0.120 1.60 0.933 1.00 1.00 . 1.00 1.00 1.00 26.76 - .852.48 '3582.85 3.65 - 50.81 424.00 4040.70E-fH . 0.933 1.00 1.00100 1.00 1.00 0.00.- 0.00 0.00 0.00 Length r2408 1 ., 0238 0.120 '1.60 0.933 1.00 1.00 1.00 1.00 1.00 26.76 852.48 3582.85. . 3.65 50.81 424.00 4040.750Lr40.750L40.450W+4-I 0.933 1.00. 1.00 . 1.00 1.00 1.00 - '0.00 0.00 0.00 0.00 - Length =24.oft - 1 0.388 0.195 1.60 0.933 1.00 1.00. 1.00 1.00 1.00 43:68 - 1,391.50. 3582.85 .5.94 82.80 424.00 +D'0,750L-+0,750540,450W+H . 0.933 1.00 1.00 - 1.00 1:00 1.00 - - '. -'- 0.00 i' 0.00 0.00 0.00 Length =24.oft - , 1 0.238 0.120 1.60 0.933 1.00 1.00 1.00 1.00 1.00 26.76 r 852.48 p3582.85 - 3.65 50.81 ' 424.00 #1J#0,750L-0,750S+0,5250E4I . 0.933 1.00 - 1.00. -1.00 1.00 1.00 0.00 0.00 0.00 Length = 24.08 1 - 0.238 0.120 1.60 0.933- 1.00 1.00 1.00 1.00 1.00 26.76 - -852.48 3582.85 - 3.65. 50.81 424.00 " 0.60D-.0.60W+0.60H . . 0.933 1.00 ..1.00- .1.00 1.00 1.00 , --. ' r ' 0.00 000 0.00 0.00 Length 24.08 . -1 0.143 0.072 - 1.60 0.933 1.00 - 1.00 - 1.00 .1.00 1.00 - 16.06 511.49 3582.85 2.19 30.49 424.00 - #0,60D*0,70E-+0.60H 0.933 1.00 - .1.00 1,00 1.00 1.00 ' - '0.00 0.00 0.00 0.00 - Length r24.oft - 1 0.143 0.072 1.60 0.933 1.00 1.00 . 1.00.1 1.00 1.00 16.06 511.49 '3582.85 2.19 '30.49 424.00 EOTaII 11h-muTh bii- Load Combination Span Max. Dell Location in Span - Load Combination ' - Max. +' Deli Location in Span +O+Lr4fl' 1 0.7290 12.088 ' -. , 0.0000 - 0.000 J"VicaiEtions "] Spport notation : Far left is #1' ' Values in KIPS - - Load Combination , . ' Support 1 Support 2 Overall MAXimum 9.900 9.900 Overall MINimum. - - ' 3.204 3.204 +0*1 - ' . 5.340 5.340 - . . 5.340 5.340 +D+IJ+4-I . •. 9.900 - 9.900 -.O+S+H . ' S . 5.340 5.340 #Of0.750Lr40.750L-+H '. . S . - 8.760 8.760 ' . - ' • - - . . . - 'eO'f0.750L40.750SeH 5.340 - 5.340 *0.0.60W+f-1 ' - ' 5.340 5.340 .O-+0.70E+H 5.340 5.340 . • ': __5_ 5 . 40-+0.75OLr-+0.750L40.450W41 - 8.760 - . 8.760 - • - - . - ' S - - , +D+0.750L-+0.7505+0,450W+H - 5.340 5.340- -+O-0.750L40.750S40,5250E+H - . - 5.340 5.340 . - - . -. •- .- -, .-: '' - 0.60D40.60W'f0.60H 3.204 3.204 . - - • . 5. 5 . - , S -+0,60D'e0,70E'e0,60H . 3.204 3.204 - - . - ' . - .- * - O Only . - 5.340 5.340 . LrOnly - - - - 4.560 4.560 - LOnIy S Only .. ", - ' . -. - - . • WOnly E Only H Only -. ., , •. . -, - -r - P - - . ••., -, . - ?, . S -. - - - - S . ' - - -: -' - : -- . . - * . •*.. .- .. - ' - -' - ' >- S 5 - . - ' . . •: _-.- •. .2' - , ••. . - .- •,... .. '* _: . '':- - . .. - . '''" 551 '1 - , 4 & - - ,' ,• '5, 4 5 4 pS. ,, - 2 'S - . - 2 '. P •. I , '- - . t , - uviateriau rroperues Analysis Method Load Resistance Factor D Fb + .2,400 .0 psi E Modulus of Elasticity Load Combination IBC 2015 . Fb - 1850.0 psi Ebend- xx . . 1800.0 ksi " - Fc - PrlI 1,650.0psi '." ,Eminbend - xx 950.0ksi WoàdSpecis : DF/DF Fc - Perp - 650.opsi' " .Ebend-yy 1,600.0ksi Wood Grade , :24 F - V4 -4 Fv - 265.0 psi ', Eminbend - yy - 850.0 ksi Rm Rrnrinn ' n',nkti,, I Ink.,,,',,1 Ft '. . .. 1, 100.0 Density . .4. - 31.20pcf . .: .-' ., - 0(0 05) Lr(O 04) - '','?. ••- - - . .. 1., .4 ... E iTLds - . - . Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0250, Lr = 0.020 ksf, Tributary Width = 2.0 It, (Floor Dead & Live Load) - - rDEsIGNsuMMARy I I Maximum Bending Stress Ratio = 0.0991 Maximum Shear Stress Ratio 0.046: 1 Section used for this span 5.125x18 . Section used for this span .' 5.125x18 fb:Actual = . 387.12psi. fv:Actual I .21.19 Psi FB : Allowable = 3,918.77psi , Fv: Allowable - = - . 457.92 psi Load Combination +1 20D+1 60Lr-+0 50L+1 60H Load Combination +1 20D+1 60Lr-+O 50L+1 60H Locationofmaximumonspan = . 12.000ft •- Location of maximum onspan 0.000 ft Span # where maximum occurs = Span #1 Span #where maximum occurs a , .., .Span # 1-. , Maximum Deflection 4 Max Downward Transient Deflection ... 0.067 in Ratio = 4299 >=360 Max Upward Transient Deflection 0.000 in Ratio = . 0<360 . Max Downward Total Deflection 0.151 in Ratio ' 1910>=240. Max Upward Total Deflection 0.000 in Ratio = 0<2400 - -...- - FFrc-es Macl I Load Combination Max Stress Ratios Segment Length Span # M V A. C FN +1.40D+1,60H - Length = 24.0 It 1 . 0.074 0.035 0.60 0.948 +1.20D+0.50Lr+160L+160H . . . 0.948 Length = 24.0 ft - 1 0.064 0.030 0.80 0.948 +1.20D+1.60L-.0.50S460H - 0.948 Length = 24.0 ft ?11 0.048 0.022 0.80 0.948 +120D+160Lr050L+160H . 0.948 Length = 24.0 it 1 0.099 0.046 0.80 0.948 +1.20D+160Lr*050W+160H . Length = 24.0 ft I . 0.099 -0.046 0.80 0.948 +1.20D-.0.50L+1.60S+1601-t . 0.948 Length = 24.0 ft . ' 1 0.048 0.022 0.80 0.948 '•' ' r.- -, -I Project ID: -- ______ H Piinied:11 AUG 2017, 11:34AM VV d B am . . - : File D:\Projects\(1709.03) LA COSTA\8-9-2017\La Cosia.ec6 ENERCAIC, INC. 1983-2017, Build: 10.17.7.24, Ver:10.17.7.24 IUI.'A'EIMIflhIUI1I. Licensee .IEIIS17T1 . Description : B4: GLB 51/8 x18 @2nd Floor -• . - : - -- FTCODEREFERENCES '' - 1 .• '.J -(- ' Calculations per NDS 2015 IBC 2015 CBC 2016 ASCE 7-10 . Load Combination Set IBC 2015 NIC Consultants 23 Corporate Plaza Newport Beach, CA 92660 Project Title:• Engineer: Project Descr: - - d - ': 1' '-I - Moment Values . .. ..- Shear Values _ Ci Cr Cm 'C t CL. Mu • . Fb ' Vu fv - .Fv 0-00 -. 0.00 0.00- 0.00- 1.00 1.00 1.00 1.00 0.94 5.04 ' 218.54 2939.08 - 0.74 11.96 343.44 1.00 H.00 1.00 , 1.00 0.94 0.00 : 0.00 0.00 .'0.00 1.00 1.00 .1.00 * 1.00 0,94 . 5.76 • 249.76,' 3918.77 0.84 13.67' 457.92 1.00 1.00 1.00 1.00 0.94 . -, - .0.00 . 0.00 0.00 * 0.00 , 1.00 '1.00 1.00 1.00 0.94 4.32 187.32 - 3918.77 0.63 10.25 457.92 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.94 8.93 - 387.12 . 3918.77 1.30 21.19 457.92 1.00 1.00 1.00 - 1.00 0.94 - '7.• . 0.00 ' 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.94 8.93 387.12 - 3918.77 .. ' 1.30 21.19 • 457.92 1.00 1.00 .1.00 1.00 0.94 0.00 - 0.00 - 0.00 0.00 1.00 '1.00 - 1.00 1.00 0.94 - 4.32 - 187.32 ' 3918.77 0.63 10.25 457.92 • ,• - - , - - I.? - _ 4 S. S. .31 *•,. -- 'I -- - 4 4 C -' NIC Consultants - Project Title: 23 Corporate Plaza Drive Engineer: / Protect ID Project Descr: V Newport Beach, CA 92660 _______________ • I - - 'Tinted: iIAUG 2017, 11:34AM VV oo earn . File 'D:\Projects\(1709.03)LACOSTA\8-9-2017\taCosta.ec6 'V ENERCALC, INC. 1983-2017, Build:10.17.7.24, Ver10.17.7.24 Licensee SI(I(IflT11flh1 Description B4 GLB 51/8 x18 @2nd Floor Load Combination Max Stress Ratios Moment Values 1 Shear Values Segment Length Span # M V C FN C Cr ,, Cm C CL Mu 83 -. Fb - Vu to Fv +1.200+1.605-'O.50W+1.60H 0.948 1.00. 1:00 1.00 1.00'. 0.94 , 0.00 0.00 0.00 0.00 Length =24.08 1 0.048 0.022 0.80 0.948 1.00 -1:00 1.00 1.00 0.94 4.32 187.32 '3918.77 - 0.63 10.25 457.92 +1.20D+0.50Lr-+0.50L+W460H 0.948 1.00 1.00 1 1.00 1.00 -0.94 . 1- 0.60 0.00 0.00 0.00 - . .. Length = 24.0 ft 1 0.051 0.024 1.00 0.948 1.00 1.00 1.00 1.00 0.94 5.76 . 249.76 4898.46 0.84 13.67 572.40 +1.200-+0.50L-+0.505+W+1.60H . 0.948 1.00 1.00 1.00 '1.00 0.94 ' ' . 0.00 0.00 0.00 0.00 Length = 24.08 1 0.038 0.018 1.00 0.948 1.00 .1.00 1.00 .1.00 0.94 4.32 ' ,187:32' 4898.46 0.63 10.25 572.40 +1.20D40.50L+0.7054E+1.60H 0.948 1.00 1.00 1.00 1.00 0.94 . " 0.00 0.00 0.00 0.00 - Length = 24.0 ft 1 0.038 0.018 1.00 0.948 1.00 .1.00 1.00 1.00 . 0.94 4.32 " 187.32 . 4898.46 0.63 10.25 572.40 0.900+W-*0.90R 0.948 1.00 0.00 1.00 1.00 0.94 -" . 0.00 0.00 0.00 0.00 Length = 24.08 - . 1- 0.029 0.013 1.00 0.948 1.00 .1.00 1.00 1.00 0.94 1 3.24 140.49 4898.46 0.47 7.69 572.40 -+0.90D+E-+0.90H .-'. . .- 0.948 1.00 1.00 1.00 1.00 0.94 - 0.00 . 0.00 0.00 0.00 Length =24.oft 1 0.029 0.013 1.00 0.948 1.00 1.00 1.00 1.00 0.94 3.24 140.49,, 4898.46 0.47 7.69 572.40 EbaII MuWDiEi,&ns 1 Load Combination Span Max Deft Location in Span Load Combination Max + Deft Location in Span -+O+Lr-+H 1 0.1507 . 12.088 . - 0.0000 0.000 [.itii Rioni Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum . 1.080 1.080 Overall MINimum 0.360 0.360 41J44-t 0.600 0.600 - -+0-+L41 - .. . 0.600 0.600 +D-'-Lr+H 1.080 1.080 +13+541 0.600 0.600 40+0 750Lr-t0 750L-+H 0.960 0.960 - +0+0 750L-+0 750S-+H 0.600 0600 -'0-+0.60W41 . 0.600 0.600 - ' V • . - - -+0-+0.70E-eH • • 0.600 0.600- - . - .' V .. . -+0+0 750Lr-+0 750L-+0 450W+H ., 0.960 0.960 V -- -+040 750L-+0 750S-.0 450 Wi-H 0.600 0600 -+0-i-0.750L-e0.7505-+0.5250E-+4-1 - 0.600 0.600 .,,. . -+0 60D-'-O 60W-+0 60H 0.360 0.360 40 60D-'O 70E-+0 60H 0.360 0.360 0. D Only.. • . V . 0.600 0.600 - ... . . . '. : LrOnly ' 0480 0.480 . 4 • . - . - LOnly SOnly WOnly .' . - - 4 '', ' -, ' V , , EOnIy HOnly 4 4 - . . •-, 'A, -. . V •• 4 I I 4 4.4 '4. - V -' .. r : .4 - • - • V ,• V - , , . - 44 V 4 1 -.: • - 4 - V,- -- - 4 . - .1. 4J .'.V -•,•••. - ' I - - 4 - I. * •• ': • ' - ' .., L.....1.. NIC Project No. 1709.03 LA COSTA GLEN , L 1 - • 4.---. 4 ,4 • .-., - I.., .-. .-,., - ,•. 4,. ' ' ' - I - •. - 4 4 4 44 •' 4 ' - ' 4 4 1 - LAT E RA L R ESIST I NG , . . . , 44, - , . - 4. . . *- 4 4 4 • •4'• ~,.,.SY p DEISGN STE : Jll 14 NIC COnsultants RM - www.NIC-ENG.com 23 Corporate Plaza Dr., Newport Beach, CA 92660. -. - - - P. (949) 6292529, F. (949)629-2501 -' - 1' •. ,•, . - . . -. - - - *.-.- • - - - 4.4' . I p I 'A ,1 N ' Dlr-2 Dir-i : Seismic Forces Distribution on CROSS (Transverse) Walls UA Total Shear - IBase Shear V (hIps) 19 (LimIt State)I Vertical Distribution Shear Wall lateral loads Distributed . LA COSTA GLEN 1709.03 I. , - - S • I Sdln 0.443 I R 6.5 I 1 1 ASCET-I0 - Eqs 12.6.12 ASCET.10 - F Eqn 12.8-I1 match total shear . .. . -. Shear Force at Each Wing (ASD) . 0 (actor Wing Wing Area 'aftj V Wing She (hIps) Shear (Rips) Roof I Level 2 478 19 1 11.2 1 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0 1 ow 0.0 0.0 1 0.0 0.0 Total 478 19 1 11 1 8 i 0 0 0 Mao TdbctaruAr-orn and Slrno,nlnnn 0051rdlnn I WIng I I I Total EX1 00 Ml 159 M2 159 - 0 - 0 - 0 EX2 80-- 479 AT Ratio 16.7% 33.3% 33.3% 0.0% 0.0% 0.0% 16.7% 100.0% Line Shear 3.2 1 6.4 6.4 1 0.0 1 0.0 1 0.0 3.2 19.2 Wing 2 EX5 . - . - . - Eo6 0 AT a If U a o 0 0 0 0 Ratio 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0 0.0 0.0 0.0 0,0 . 0.0 0.0 . 0.0 Wing 3 EXO .0 - 0 . 0 0 - 0 0 Cob' J 0'J 0 0,0% 0.0% 0.0% 0.0% 0.0% 6.0 0.0 0.5 0.0%0.0%0.0 0.0 0.0 0.0 J 0.0 Wng4 6X13 .-- . - --;Tr- 0 0 0 0 0 6 0 0 0.0% 0.0% 0.0% 0.0% 0.0%0.0% 0.0 - 0.0 0.0 0.0 1 0.0 1 0.0 1 0.0 1 0.0 19 Okay (C) Shear Force Distributions along Resisting Lines at Each Level Floor Level Line olps) . EXI EX5 ---Accurn M2 Accurn V - ACCUmV Accuns V 1 Acorns V • AccurnV Total Roof 5.6 5.6 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 060 5.6 5,6 11.2 Level 2 1,3 6,9 2.6 2.6 2,6 2.6 0.0 0.0 0.0 0.0 0.0 0.0 1.3 6.9 8.0 WING _________ 0.0 5,0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OD 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 6.9 2.6 2.6 . 0.0 0.0 0.0 8.9 19.2 EXS EX5 - Accom V - Acorns V - Acoorrr V . Avows V - Accum V 006 Accom V Total Root 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 Level 2 0.0 0.0 040 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 WING 2 0.0 0.0 0.0 0.0 '0.0 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 Total 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 059 Acorns V . AccumV - A000mV - Acorns V . AccovlV - A000mV Cola Total 4001 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0.0 WING 3 Level 2 ' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 , ' 0.0 0,5 0,0 0,0 0,0 0.0 0,0 0.0 0.0 .0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.0 . 0.0 0.0 0.0 ' 0.0 0.0 0013 AccomV - AccumV - AccumV - AccorrrV . AccumV - AccumV 0014 - Total Root 0.0 '0.0 0.0 0.0 0,0 0.0 '0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Level2 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 WING' 4 _________ 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total 0.0- 0.0 0.0 - 0.0 0.0 0.0 0.0 F_•ro let Shear 19 BEEMM - - c- I . I Recalculate - '8 a- I'.- -. - V 1 - F - , .• I (C) Shear Force Distributions along Resisting Lines and Each Level .: -i . - S ' r A Shear Wall Lateral loath Dietriboted Seismic Forces Distribution On LONGITUDINAL Wails • Total Shear lease Shear V (hips) 7 (Limit State)I - I Sd1 0.443 R- 6.5 LPJ Veiticai Distribution LA COSTA GOON 1709.03 - --- - ASCE 7-I0 Erin 12.0-12 C, - ASCE7-10 3 r EqeI2.8.lI . VF- match total shear - C - •' te5- ! '' r Shear Force at Each Wing (ASO)r hfact,, I I 1 Wing Wing Area Wing Shear V (hips) Shear (Kips) Root Level 2 478 7 4 3 0 0 0- 0 0 0 0 1 0 1 0 0 1 0 1 0 1 0 1 0 1 0 i 0 0 1 0 1 0 1 0 1 0 1 0 Total 478 7 1 4 1 3 1 0 1 0 1 0 S s4' C 55 L match the valves above Tributary Area and Shear along Resisting "•'' / . -. - IL. F E. Lines Wing I - Total Cl. Pa 41 I Cl I - - I E04 470 t000% .. 1 . I7.2 )- 1 _____________ 07 .o5t!)._... 106 102 0 ______________ 0 0 0 . 100 -t. W. 38.9% 40.2% 0.0% _____ 0.0% 0.0% 0.0% 200% Lim Shear 2.8 2.9 0.0 0.0 0.0 . 0.0 1.5 Wing J. (0-1 •0-1 sX I •. - - - - Floor Love . . lIen ____ _________ ..-EX3-- Accom V T Acco,n V Accrn"T Accon, V - Accom V EX4 Accure v ir - hT 1T T T T T 1T T -T T 0.0 0.0 0.0 0.9 0,0 4.2 Level 1.2 2.9 1.2 2.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 3.0 WING I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 -g-g-- -g-g- -g-g-- 0.0 -grn- oo t•S 00 0.0 0.0 0.0 0.0 -g:g-:- 0.0 0.0 0.0 0.0 00 0.0.0.0 0.0 0.0 0.0 0.0 0.0 -00 0.0 0.0 Total 2.0 - 2.9 . 0.0 0.0 0.0 . 5 0.0 1.5 7.2 007 I ACcons V . Accons V - Accoer V I - Accorn V - Accont V - Acconn V Eo0 ACCOnO V Toter Roof 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 S Level - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 • WING 2 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 - 0.0 0.0 0.0 0.0 Total 0.0 0.0 0.01 . - 0.0 . 0.0 0.0 ' 0.0 . 0.0 EX1I Acco,eV - AocoreV - - ACCOOSV - Aocoe,V - . AocoreV - A000erV 0012 Accu,eV Total Roof 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 00 0.0 0.0 Level 2 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' 0.0 0.0 - 0.0 0.0 0.0 0.0 WING 3 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 - 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 0.0 -0.0 262 - 0.0 Total - 0.0 ' 0.0 0.0 0.0 ' 0.0 - 0.0 0.0 0.0 0015 AccornV - AcoonnV - AcvonnV - AcvonrV - AccomV 0 AcceeV Eo16 AcCvorV Total- Roof 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 Level 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' 0.0 0.0 0.0 0.0 WING 4 00 0.0 00 0,0' -00 00 00 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 040 _______ 0.0S 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .0.0 0.0 0.0 0.0 .0.0 - Total 05 0.0-0.0' 0.0 0.0 0.0 0.0• 0.0 0.0 Wall Type — - Structural-i Plywood Sheathing. . Nall Spacing V. (Pill T 060.8(LRFO) gso.5(ASO)- 6 In. on 318' 728 580 360 2 . 31n. on 318' --920 740 460 ,3 30n0n112 '1200 960 . 600 4 2 in. on 1)2 1540 1230 770 5 4-in on Obt side 1840 1470 920 - 6 3 in. doable side 2400 1920 1200 -- 2 In dbt side . , 3080 2460 1540 8 2 in donble on 19(32 3480 2780 1740 9a WSW2409 4190 3350 - 2095 SSW24n9 -- 4285 3430 2143 -, - HFX24e9 5235 4180 --2815 I a 1 Plywod!nheathlng Design I - Well Sheathing Design - Wing-1 9. LA COSTA GLEN 1709.03 Total Length of Potentially Available Shear Wall Pa nelilit) Wing END CROSS Wells (NS) LONGL. Façade walls JEW) Interior LONGL. Walls (OW) Interior CROSS Wells (NS) EXI E X2 ES3 —Ex-4--TCl - - MI M2 - 1 5 '— 5 - 16 5 -5, 0."US SkI .415 0 - 10 05 .rI. nO 5 5 7 4 • . 5 5 5 II I). 5, 5 — 7705 - FT7TP - 1 B —t------•-----•--•--•--.--•--•--- -- —In--Il— n• - :0T7k5 - F77Tl5 - --I —In- - - -- -- - - TT W r7z41 - —Il- -nl- - -- — - —--'- - — - — - — U —_n—_•__•____•____•____•______ - - - —I- -- --• --•••_ -t *4.. 4. 0 . L) C ' •. •. .(' .-- _4 •_, 0 ', . fl . ' - I -, . I'_ • - - 4 - .4 4- 4 - 4* -••-.- ••-• 4 16 4 4 - 0 • ,9000c.,.d 0C - 0 e 41 - ci CS CD - OCDO,0• C.••: 4- ci DC ., - .0CD0,CC0 0 L • '. 4-q00c0 0 '090c..D.o DC C . d CD , li 4-000C. p . 0 000C..D,O DCI j 0 I 1 .4I - J.1 •- 000C.d DC I It 4-000CD !, L. ' I CD OC - 0 C. . -t 04 . C. - 0 44) - H C CD 04 -OCCICOC:.D•t ' 040'000.4 - 0 • CU) C- .tCI CD - 4- CD CD 0 C 0 4) CD 0 (0. . -- 1 '' 'CD I . - '•'I CDCD0C:CC . , 0 L CD000 04 J) CD 0 C- 0 CC , CC) I 7• i • -. .. -- .4. C3 C 14 0 C . 04D C0 I 04 'C ' ' C • D.00c! E - 0 4- D 0 C 0 _0C 0CCC d Ci, 4 C lit, 1 _ -. D 0 q CD - . . 111C C004 C • - ' ;. 0c0o 0 L 4: '0D 0000 76 C .Cc0q : , ,- . ' 0 I. 4" ' - • .00o Co _, 4 F'•'''-' 0 . ?C0 :CC_ ;•'f" 0 - J .'I - . -, 4 4 , 4-c )C0C , -i 0 o n:r :! 1 4 - 1 CD CO' -O O DCO O C- CO - ---- 4 ,44 - *--DC .000 _- 'CD ' C.4 -.0 .COC i O CCO. C,) ' ci i-A END Shear Wall/Pier Boundary Element Design I WaS/Plot 10096w. wtnaDodao.m Wbtgj to.toAgAo. 1-7 £31 - RA0o.rsit.ngrh if, Walt Nor No. 1 Pier Length(S) 3.6 t. • - Wall-PIer Boondoty Element Design - LA COSTA OLIN -. .• o_ 110903 - 0 . 0' •J - to a •, 0 - .. °°• General soitottoData 50nn.dioepofl •' .o I °' .1 $ 5 6ASC0t.b1e162.l Sd, Tug Pier Seeslito Redundancy Check 0,0 V / /At/ 0.1. ftoidweTypto End(oo.nnrkfty c,aoittFo'?' I ban000d I1 96. Fit-b-Itt - 2 Sin Wbndo.o/000 L.ngth kIt 0 ft RIght 0 It Strap 1 21n Un lfo" doodlo.dpni( l 25 p10 (1 From Previous Pages W"VPnsp Height WAS Weight Ir S. floor Floor Fronting Level TrlbWldlh Above th Level above Level Load : ad Load :: c.d Load ,an fit; Roof 4 2 3 0.09 0.16 Portal - 0.24 Love!2 4 2 10 0.29i 0.13 Portal 0.10 0.95 Bote/Podlont i I 4 13 ' 0.32 0.32 1.27 .SoltrnkBoond.rn Forces lASDi IioSCE7.1O.(02.4.23)030) °alotnio Roon.-' Co.nbo Lo04tI' Ratio Level Above this Level Arn length f I) HeIght/Length Adiw"lotet1 Od)ottnd Total One. lfleorEo,oe Story Height Pier •fp't09 Retfitiro Pier 010um 0000m Tensile Force connttnt, Roof 5.61 4004 ' - - 6.0012 SO 3.0 2.79 0.9 4.5* 6.94 1230 40.0 Li 9.06 9.41. Rato/Pod6.no 11 00.0 3.01 0.9 07.5 6.9 .1230 . 2.3 '3.56 3.13 Full-out _. onohotogeaeslgntotcebatedonASCEI-10. _1.4.3.2.tot_.fngthDesigns._IiOoeivt 57. 6teng...Factor(0)-, 11 1551 01oe4n.l Oo.Igcep.oityth.11 bead(uoed too oecll,notn.o0n02:I 013000 .Ale:Whtnoh4boo0. to,3o00e loom.L2541250151(NDS.tO15 Section 61 DOOR, ;tCotnoreedonstodo(ND5a0t1 notch, ' N0.0/00.2 Vf . . ' /4. VA- ':: 1_i:_L29_I _110791 _j.iy 'Adjustment toflOnt Inc. 605 Chp.4 ' '0 0 0 0 • --- - 'tool fling ll.000.00Sotl000.1E - . . ,. . 'Load t.omo,n000ntet,tfrom 000.61.00 12.0.3.2l000l 100m OISC Towel-SO (°)leioiriloloodCombo,-o)0.6.0.14504000.70 . -. neck t Sill eI'm &R.ad,aobt, DeelonofToirtIonRoJConfin000eRodaooRotntd4..donata - - - -. [ Type Morerlol FA (lot) AISC 0 [.o OSTMA3A 53 36. . 3 ASTM 4449 0• 020 101 l'ternohndote on Sheet 505.6.0) .0 sheet 505.6-0) 'eRr schedule on Sheet SOS.6-0) . OLTOD hoiddow, 2 ASTM 0093 625 -lOS i.ONT1N000S TIE RODS ' - ;[DI-CRUT12 belo 0 Rod . Demand Allowable 'Denoand Soltotod Atlewoblo Dtm.nd Levi T (loj) iS.nnt (I) Equivalent od fig (Sq I ) A (Sql ) All 00 bl El oapooley 0010 IV oapotlty [Type]-eapadty topoelty Laval 2 9.1 58 0.7 0.750 0.442 0.334 9.2 0.933 (0(00011 9.5050. '0.990 do Bato/Podiont 3.6 .0.46 0.100 0196 0.142 - ' 4.545' 0.771 . (e)41044 -4.505 0.738 titln.F7T4ity4I0TITiI,,i .'S i° -- to t t 4 . 0 A 13054050.O.5 bt.t,00tt.bttnt in. o.100l ShootwallDl,tt.etnttntlionTlo-Rodol'oatovro.o, ° 510ry ditto ASCE tue 12.8-15 I_1 (toi)li170 I_11lk/ltI•I45_I_at(it),I3.583333333 0 ' F 0 af "'. ee 1.0 '• 6 ,,' 'r- 0 °3 . 0 to. ./,.'3 •o ' °ASCE Table 02.12.1 n ,. S t •\ 0•• 0.. -. - 1 -. •. , .,t- -,- . . ii 0 , if_n •0 3 o , - ' - ' • 1' . .,. .. ,• . r' -t '' .. n I- • 0 - , 0• 0 o ., •0'O . . . 0 0 f , NO - - -4 , I- - • . • •- .1 . W&-Plellounda.0tlornenlOo,lgn .' LA COSTA GLEN FNJ - . - - - H 110903 EIGent Dfgn 4. W.20 160o - G.nlSakookDala(( •b0000.epool • m I J.. ' - - 04 y h60k Wall Pie, No. Pier Length (it) 3.6 ooldooTypoo I . Pod (000095617 G,.VF0005._4J Cono Rod -1 - . 04-00-no 2 90 2 SIn oSS,doo/000o Longy, U.N 0 ft RIgid 0 ft SOap 3 1 2 In dogdlnad(pol) Wo 25 p.8 (F,omPreoIo,s Page, WI/P pHolgho WOW Ugh 61000 ml 0 TOWIOS T,lb. Floor Framing Dead Load Ddtd WT (it) Length LT 180012 0.0. PodAm . 4 - 11 0.32 0.32 1.27 S.bolAB0dpo,o5 050) )03CE710412423(ASO) /A.VA 1. - -. . . - Cd 1.6 Co. I CI 1 Ile 1 Do.UgnofCon,000IonSOod.)N051D) 0 . 0.0 Eoo(p,l) 501016' le(Il) 9 CI On.4.. No.1/610.2 Adjmtl007llg100..lromND5Chp4 . Wall 101094.41 10001 - 50 Height Abono OhIo Leon) i00000,00o.061 Eff. length e P1 Hei8111/lenLEh An Ratio 44149o.eol - AdjA510doolA Length 'r Force RGII30 Line Shea, Force Sh.. lO A °,bmk 0000d - A Combo 94d T II F °' C000.,10. 10m.on'a'd) Roof 561 8304 Low.) 2 10 3.0 2.79 - 0.9 4.5 6.94 1230 40.0 1.7 9.06 9.41 B.oefPod4n. 11 11.0 - 3.07 0.9 17.5 6.9 - 1230 57.6 2.3 3.56 3.75 - -. 411.014 onlhorogo 005lgfl 00 10,64104 on ASCE7-10. 912.4.3.2, for Strength Design 4.3 0vmnt,0n94.. factor in) . .- 15.55 0rJnalD&40104900ItyA,.II b. .djnls In, oods floo mesOng 2:1 .oped colA: Ofl,oeoluiooL,40a0000factor 125-oizslubs(rt'.11lssmtlocl.3.4) I llo.n 00.0.1.0 10401 OOI!]8I0.000J.00000I000.00 . - . . - 11-1 an - Onoow. Roda oe 0040.4 SJSC - - - .- 4.06111110005 lit RODS RAPS 00004.4., . . OLTOD boiddon. . ,e15000dol00010eooi0s.6-A) lm00000doleonlhonlSo5.6-8) . Per schedule 0001leotSD56.6) . Typo M.le,181 - Fu (601) _J I AIIM 036 58 36 - 2 AIIM 4153 125 - .105 3 ASTMA4A9 . 020 F diameter nt 140 od Size (I) A(Sq I) A (Sq I) - A 1-ble capacity 1k) Rod Elongation (in) Demand 040g Ily ratio 0b0d [Typel-F...n., Jklity Dmnd ratio - SIood F-mr, (k) d. 940002 9.0 58 - 0.7 0.758 0.442 0.334 . (0)3015112- 9.2 0.985 (0)00011 - 5.505 .0.956 oao,/Podbom 3.6 58 ______0.46 0.680 0.196 0.142 . - - . )B}-a.ISTCIO - 4.885 0.777 M-FIDU41 8.565 00.700 .000 S0lllOma100ll 10,01 01000 OAtI00 01.0.4.1 (048) 9romolsCj0000l.IO - () 5mIn Lood CombO, .0 (0.40. 14 )940.10 501U.316000011n.o'ol, 00 a-. - 1llT7il07TI04VT7,,: '9 .000.8.0 . - . 600lng 0104 610100 lOW 3.1041 . ShUI DlopIao.onn0Ifoolio-Rod,',Won,o.g.o Sl0Iy AllOt 05CR Eqo 12.8.15 IE )p0l),I9Q1110O I Go (k/in)-17' I w (ll(.I3.58331 : I - -. '•• 0 0,. - .4.. 0$C6 Table 12.12.1 , . 0 • • . 0. .- I 0 •, '7. 4 a .0 00 •0 0 • ..9 S_ - .7 - 1 0 . 0 1 °• • '- l•0 •' . 4 •• -. 0 - '4. ..4.-I •0• - --- - 7 .5 Si Li Nil Shear Wall/Pier Boundary Element Design I - Wl/Plor Laoatlo,n Wbrgl ua U..Or.1r5wese815) - Wall Pier No. 1 PIe, Lengnh (5) 3.6 - S , • , .. I_ 4 . • ., , S , • ' . a Wail-Pier Boundary Element Design , -. . ' - LA COSTA GLEN . 1709.03 6 ., 'IPHPS .',•• - - . -, 5, ,5• RI. General Seismic Data )) 'frorn.olireeoor • - Sc, , - ,' S :- CO &OSTOGIOI2.2. l I . . Sd 0774 PIe, 5dec10 Red d cv hen1 J - -J IlL1i:cIflU.'.is -'wsois_.T-.L. - ' 9r -ro,-.so rr,1 .. -.• Sd.neloBowndae,Fo'eolASol . • ')ASCEO'10.952A.2.3(OSD) .0. - Lend story Height ochre Ah000 chic Losel All 0.504009640 length 70) h,A1gene5 (lb) Adjise000eeRwilo r Adjusted T I Ronctic Resisting Shea, Force jkj Shea,Une (ad] to, ry) 003cm MisS Pb-,k Bsm,dn,v 40040. . :: Combo Load, Tensile Force . (000erd) Root 5.63 - 4304 bess 2 10 3.0 1.75 4.5 6.94 1230 40.0 17 9.06 9.41 rO.9 Rass/Podicrn - 11 11.0 3.07 .9 ITS 6.9 - 3230 57.6 1 2.3 . 3.94 3.75 . 4' 41.040 anohor440 .140 10,00 b, on ASCIi-SO. l.4.3.2,to, engnlr Design S Ove,screnj 'actor (0) -1m ' 15.55 'o4.ral0lj,rrap. 5030bo.d9.cr broaec,orme 42-.Iacp500 6:Wer.rohjbcr cdotJo..0.r5 15-012504b511 .gors Sector, 4.: _ 11. 00.06. No.1/No.? . c •Adirarmenhtacrors from NOS Chp.4 - - I Wail Thickness I .06 5, - s'c 5- !L____ ti!L_ AISC 0 36 5 S Pes9nofTcrrcicrr Rn • . roeelnic003 Rods or 001nod BR.do,'n-r. CONI1N000SSSERODS SrnAPSRcIddoocs . BOLTED hdddow. ' 'Pee hrhtdAie On slices SDS.G-O("('rerschedule oil sheer 565.6-R) ' 'p0 IrhedAin or. listen 505.6-B) Type Material Fu 1 OSTMASG 5 2 ASTMAI93 . .125 . 105 3 iTEM 4449 120' 105' if T 4 F (Roll diameter(I.) AIL (Sql) A (Sq I) capacity (6) Rod El Demand 0494 Of . Selected Allowable )tV Dorrr.nd Ra5a5ny n S.IRonsd F . Allowable (I) Demand ratio Lanes? 9.1 53 0.7 0.754 0.442 0.334 - - - (O(.aclSTl2 9.2 0.905 IHI.HDOII 09,535 0.990 Race/PodIum 3.6 boadCornbinarlon 50 refer from ASCIi-b - 0.46 12.4.3.2 (ASS) 0.540 0.196 0.142 I ' I 1131-CMSTCI6I 4.545 IO.i77jth3j4.565l.o.7B0 -from AISC Taole7.18 S . -'--- -'---S (iSdfsrnlc Load Con,bos-o(0.GO,llsos(DoO,7E Oreds at Sill ORots N Bear = e cc hr .'5-- t!Mim3IL.agn5I nflgn.- JISP1vT '6055cr wall Rlsolao.ynsns (toe lie-Rods. esesconc,g.c 'Story dl,fc 45Cc (451 12,0.15 EMT '600+q.re. borallloo.1G41 . ' I, E(psi),Il9pOC44 I Ga(kdln(.2S - I - W(ft(.I3.5833333331 r , ' .' 4 4 5 cyc-J I 13 k a '. ' -- " .' " . •.. - . 0 I 4 S f,, a s - • ,. -. .a e. - - + •' -: t - 'C' , 39 ' 55 55 S ' 1' '' ' ' ' . 1 . -, . ''• " S - - FPO Shear Wall/Pier Boundary Element Design W.11/pl., Jon Wbri,.1 IR.006.40. US Ue.0 61 *046 00) - Wall Pier No. 2 Pier Length (II) 3.6 Wall-Pier Roundary Element Design LA COSTA GLEN 1709.03 9 (,• - °A e P a General seismic Rbl!l no, "port ar - , , ' Hotdoao Typ.o - 1 End ERo.ntrloley 1 GraelrnFo - Coot Rod 1 91n 0 Wlodnoa/Door lenDrh left 0 Is RIght 0 ft Strap 13 219 Wr. 22 pot dead load Fool) Wn000 23 Ptf I Prom Peeol000s Pages Wa[VP,ap Height Wall WISSi r karning Act bWh fl bl 9 Abone th odd 000dhLlesden W, Length IT (H) (k (k) direction 1.0.02 Rao,/Podhom 4 11 '0.32 0.32 0-27 S.berknaad reran (450) a )ASCE7 10 §12423)150) rzA Ina lam 11 i i . r6 IowA. No.0/50.2 , 'Ad otrrnlb.Oloc,IrornNDSChp.4 L Wall Thickness I _.6 C bed. Boo.daq Canobo toed. 10.90 Height Above lhiUevel An. length y,) eelghr/Lenglh Ratio Aspect Adju Ratio st..' Adooled Total Length Resisting Line sero Ple, She., Force . Acorn A00om 10.30 Force lI Root . 5.63 4094 100.12 10 3.0 2,79 0.9 4.5 6.34 1230 40.0 3.7 9.06 9.61 8.oe/D9dkoon II 11.0 3.07 0.9 17.5 1 6.9 1230 57.6 2.3 3.96 3,15. °oillorin onohorage lr,lgo boon hover on ASCRI.10. §12.4,3.2,14, engnh Design' 006090rnori P.100,(iI)-c • 1 ass 'iorin.loeAgn0400' 004ilb..49a on .11, 000000r1n02:1.,peor 6:Wbwr.I4000 .d,orbar hoot .2541250th. II -2015 S.onloo 4.3.4) - 0 . Fl 00t0110.L.3 10001 03103 11,000.1450tl000.lt . , . 0 - . ..' •5 0' 0000nofTonel.nR - - - C000n0003 Rods or Boilers tlo-do,-n-, . .ONIIN000S CE RODS . STRAPS Hoiddow, - ' 30-TED 0,01640w, .. 'per schedule on sheen 005.6-A) ° (per schedule on them 505.6-B) 'er schedule on sheen SDS.6-11) 'lOS ' Type - Material .' . Fo)kt)) !1s1L_ . I ASTMA3G - SO 36 2 09CM 6193 125 3. ASTM 6445 120 109 belowI) I P (ho)) di-etc, Resist Rd )5q1) AlIowabi El gi 0050100 Allowable D.re (k) ratio 96bovd Fastener 600wa , [k) Demand ratio 1.0.32 3.1' 50 0.7 0.334 (D}-a.1ST12 9.2 0905 HJ-R001I 9.535 *t;A 0.990 Raco/PodI.om 3.6 '50 0.46 0.002 0. 0(.0.WTCIO 4.545 ' 0.777 'P1-10004' 04,569 '0.700 O - -Loaomomolnaolonrererrrom 0OCt 0-10 11.0.0.2650) ' 110m AIX 116107-18 . )•) Selonrlo Lead Combos -o )0,6'O.14Sot)Dn0.7E Check of Sill olato&Be,,ln.eftt. 'IIInF049C0917Cn7,,, IroiInlcovLo_o7ao:Or 999l(R9.eRbb((((I ____________________________________ - ••' . •:.'• - 0.0 • a C - - ASCE Table 12,12.1 " • ¼' r _ ' - --, r 0 to - ' . 'e 0 - •-•- '0 :- P 9 9 4 e ' , .1 0 9 1 0.. (.¼- "' ' • - "0 0 ' J.p, , 9 -- 2 • 0 0 I ' a - 4- - . L C -, . • I , - , .. -'a i. . -, 4_'e._ ' • '0 . - - .,- , •, • - -: • ..- 0.; - .• 0 4 .•, •- 0' 1 '0 • a • ' _l _ 9 ' . ' ' /0 I. ,0 •'' , - ' 0. - - '0 0- P ' • - ,,, 44 -. • 0-' . - ' ' 10,1.9'. "0 ' -- ' 1 : 0 0 - ,. '00 0 -. , -, ' .. - ' - , - Shear I Wa11/t')er L000tlon 00nR..1 10501010. Un. (33 0n.r.4100.rflinl Wall Pier No. Pier Length (in) 0.0 Wall-Pier Boundary Element Design - • • LA COSTA GLEN 4 . 1709D3 - . -. i' °- • . . ' General Seismic D.05() •homselln000ri' id 4 . IN,ldwnTyps. IE.d (toonbad cr040; Coot Rod I Sin A irr.so.elr 2 SIn 'VAdo.o/0000 Length left 0 ft RIaSr 0 It hASp 1 3 1 2 I Unhlcnn Woo 22 Ps( dead load load(pst( Wnww From Previous Pages Accurn Loot) -. 165 Width length 1( 5) Above this Level I fit Floor Framing : Load :el tivel Load ach level each H ( ( ((( Roof 0 14 1 3 OdS 2.23 L42 Laval 2 8 14 10 0,64 1.40 3.46 4.89 Ruto/PadSrm 0 11 030 0.70 5.59 bel,ml000'r4.F070,.tA5D) 5 . P(ASCEO-10.412.4,2.3(0SD( - odootwewh"v •doBoIw ComboLatdo( Level Abbe this toot) Arm length (it) HtlghtlLength Adalterent ' Force Story 006)0 Aspect totbtlno Pier orce AaO coeeoo Effective Adiatedlotat Loolith hear Force (ad) ior( Mat ' (Doonoord) ROot 2.65 423 Stool 2 10 7.3 . 8.25 1.0 16.0 2.01 1407 8.2 19.6 0.00 0.94 Bat./94od1anr - 11 7.3 1.38 1.0 15.0 2.0 1407 24.5 22.4 0.05 2.54 Pull-out anchorage In-dAn tarot ba-n-I on ASCII-Il .4.3.2. (or nrgth DtAgnr 000rotren) PattOn (23). 7.05 - 10mAr11 Design oap.s'In iII be .d)awed for otlisnotmeeting 2.1 .6-oct o: 544.000 hfbteL nod.oOn brim LZS.0125185,o (905-0015 5050n4.3.4( - -- - DolNnrot Tension e, Con4n000. Hoch oegalr.dtto.dow-r. T(pe MaterIal. F. (LII) 1 oSTMA36 - 50 2 ASTMAIS3 - 125 3 051540449 . 120 1.00(2 0.0 58 NA - below boor TonsLon Reqd. Had Equivalent Allowable . • Rod Demand Selotted- _Allowable -_bom.nd . blotted All0000bl.Dormn.n2 Level (6) - dlamertr(ln( 004100(19 08(54(n) An (Sqln( do) Elongation oapaolrt ITOPO1.ASn0e in) ratio _ oil. oapsdre o.pdry B.oc/Podhon .0.9 0.22 .'0294 0.089 -. 0.038 '_ . _- 2.145' _-0.397 Seismic Load Combos .1 (0.6-0.laSao(D.0.76 rllllylel00AlyltTalmr6a ea ng p me - Check Rearing (for Tie-Rd,. 0,1,) - - - boorr..,r.boo-ioeshlbal Sbe 'll 1(ocy dint ASCE Eqn 12.8-15 I_0)psl(.l960(C8 I_Ga (°flelI _I_00(5)ISI -o 6 ' • .0 -i 64SCE Table 12.12.1 - , (4. • It - -. :-. -- •. •'• - - : , •. - .5 ,1 -. • 'N i• 3 . - . .• -- e, a • . - . .. . a ol ST - - a- .0 4 1. ?. '0. •, 9 1 61 • - 4•_ • - 51 -- .0 040 - - ,• 0 . . 0 • i - -) 0., - - N - a • . 4J• 44 r' - • S 0. - - • - .---..-- a . 5.. (.6 Cm I - 23 1 001- 1 001RnofCm,or.eslon StUds (605 12) 0 0.6 ((psI) 640(438 Ile(ft) 0 Ct 1.25 a WMA 6-soN, 30.1/90.2 64)at(menl labors from NIl Chp.4 . •-*5 • . - Wall ThltLoess I .45 I • . - - ~M= ml ~' ~ ~ . .• . 0 36 105 - CONUN000S DO RODS tRAPS Robldow, 01.800 IroIddono. , - - 105 - I mr sohedoleon shoot 505.6-A) 'per schedule onIh(5 105,5-0) loot 1160440 on sheen 505.6-RI .0 30 . . . . - 0 85C0 Table 12.12.1 . . . : - - 0 ••0 0 01. 8., 5 0 t ' ' . - - - " •_ .0 . .., C / 04 ./ r' 0' 000 e • 0 0 30 _IP - 0 - ' .........3.• -. '05 J 5 l 8. -p 1(310 830 S 3. - 0& IFIL Shear Wall/Pier Boundary El idlgn I Wall/Woe Locafloo 0..10,or1o. Wlnp.,1 0.4010180. 8eo8or0l6crlrlltr) Wall Pier No. 2 Pier Length )lc) 0.0 8. 0 0 8. 08 WOII-PlerOoondory(IenrenrDesign . ., 300 • LA COSTA GLEN .c . - . . '. 5 . •0 -0709.03 0 at, 6 44. Gon000lS.Ioonlo0ot.(') •fr000ooOe.00eo • ... I . J.. . . . O '6s &oCfTedlol2.2.c [ZL7i- :. •, • - 08. 05 . Sd, Pie, 1pnslfl Red d oy 6.01 a.0 Hcfdwn Typ.o 1' rod (oo.neeldwyj I I'°°' Rod 21 SIn lllnd000/loo, Length 0.30 0 ft Right 0 ft jotnop 1 3 71. Woo 22 pd deod I0od(pel) WWo 25 PO (')(,o,n P,noloot POAOS * T(1bWkfth Mb. Fl~ol WolVproponoohe Wall Weight Floor Foonolno Framing Dead Load Acc Deodlo*d te',al -a this L-eI .-e I-el Lo at :406 00003 t each I- (k) Roof . 0 14 0 0.19 0.23 Ps'pard 1.42 1.0012 0 14 10 0.64 0.40 _5_ . 3.46 Rt/900dlon, 0 11 0.70 0.70 Level 0 Story HLOgh0 Aboon OhIo 00003 Arm length (II) EffeclNe Pier Helghe/1engnh Ratio -Adjvslnonno lkfl) locenni S.bndc Adjusted 100306 Resisting She., Force Pier 56040,10 (04)1000) A101om Roondaey 801001 . (300) Combo food. 7') 7001110 Force (opllc) (*050,0w, (Ithonoord) Roof. 1.65 023 000.12 to, . 7.3 1.25 1.0 36.0 2.01 1407 8.2 19.6 0.00 0.94 B000/010dbn, LL 7.3 130 0.0 06.0 2.8 1407 1 24.5 22.4 0.05 0 234 - PUII.00t anchorage r'oeAnal 0lo,,eop. 0 cooed On ASC(7.10, shall be adbored 08* oollonotn., 2.4.3.2. foe ngoh 09018r 02:0.50,0,: ,:loaren.t/bco 00000010114 dociLon 0.01* .osofl).o . '7.05 2545256/30,) .20256,1110043.4) ____ 01 . ' , S. '• 5.1 enl000cod F- (4533 P ( )83C07 103012423(832) NA óoFCn.00l56LdoIND512)) . C I . IEoL,(eol) 1040(00 110)30) I 0 000000 NoV80.2 'Adjustment factors from ND5Chp.4 I WOO ThI010tho I 06 . -. -I 3000.,, of 0.0,060 Pm C00000000 Nod, we Bolted I00000hnd0000nsh000005.6.A) )00011herlvleon,honoSOs.6.0) 00 schedule 006heesSls.6.R) Type M200rAl Fu 1 OSTMA3G .2' SSTM8093 01 3 ASTMA44S 1*o ,005 below floor 100010 T.n.lon' (6) Fu jksl) Roqd. Rod diameter In) Eqoloolent Rod Site )In) 84 (Sq In) Ar (Sq in) Allowablfl , 03004(4k. Rod olOflOollon Donlondo 54100504' )4.40.nne Allowable OdpoOl(4 Demand 1 Seleonod, P00080., AILOO.3b0 )50; as D005lnd capacity aflo, Lowell . 0.0. 58 . . . 0 NA Roso/Podhoon 0 .•'Q,9. 58 0.22 0.25 6.odno.*0obOwIN*03.11al . - . . . t 5beCwaII4LlooIofR11_Rd,''n,0cqnou 0000ydirftASCEEgo 02.8-I5 . I L(ptl)'Il5C0000 I Go(k/ir).2To 01034 Combination refer tenon ASCE7-1O 12.4.3.2(030) - ))Seismic thodCombos -o(0.64,145040.o.7( 'IIr.flTfl4i3fldltfl7,,: :notnrjl.rimn101l:r30cIinI)fl120., ILO4i1UDrI2flh1I 2•I12 -- I7iI___ _LI7!L 'AlSO I 0 '. 39NITNU005 1300005 TRAPS 1101ddow. BOLTED3001440w, *0 0.009 I 0.030 (Ei.DTT2Z I 2.145 I 0.307 from AIX Toble7.18 . 1• 1. 0 - - '9• . ¼ - C -6 1.11 -- 19 I.. .p• - - - .11 v 1 - . .. '. -• :- '0 11 1 - I £1111 OS'EI(ll) C I I 00I(i/') 00 I (6lI.(i00) 119010113 3)99 133p Allis, 01010191.l'lpelj*9j 1 I0I1'010i1115 -. I l,OI'ISON) 00111.01.0116109. -.. 30'010(I0S81'O'9'0) 0 109300)9801 0000 5910 800*40Je 0100 P 91)0Wfl3-(01 -0010 9610 0090. 000 .II- 100lPO/11109 0560 5010 204.5043) 0060 50 0153-93) 0600 6800 0100 00 89 80 9 44 i o 00001 0010, 141 mpm. (05) 3 (969)09 (319) 4 1 003690,9 (9-9505 16041 110 010p0109 led) - . (9.95909004100 01090401lod) -(99509100,9100 CinpOqo led) - . 9000P990i45d301j5 . S8093IIS8908NUNOI 901. DIlY, - - 11611p950,93313 S01 001 600099199 501 '06108•4199 0 96 - - IS .9609111)0 1 1.PT )iq)n - 111101099 0041 IOIIOPOP11109101POOI090418140 Pd4)509 01019 11091 lo0lllllfl)PV, 006/909 190105 S 591 I) 6 (ij)oj 30A3 (906(003 3.0 9 -1jiw iPflls 00I1110113l00iii00 - 990111 11 LI - 1V\XI 1 1411 'P 1191095 5900 I)Iqp1s0IOcl SOt9 00001W0 01604,101101:9 0001.1:08 ow wo 9311020 .800.05100 lowe. . .9501 . - (U) 101014 0011116009 03)100 10000 901 0091 01-09)59110 9 00101 3091 000090310 100.110 -SIP IL'S OS 9•31 0901 51 60 000 80 II - po/oI59 IFLI - 900 94P 09 0901 .Prj 19 60 600 80 - 01 0 i'fl 009 000 9000 0010120) (Ill) 00101 0930001 olfl109 13fl008 (11(90) 1636 001000 011011104 I 190 90 403-1 1060lllfl)PV Ioodov 1196 (4) 40016 0119 41 11006119 1393)08 600i 10001 9101hql00) p0n090ç019, lowe.0101118100. 9059 001 161 ZVO 90i900091101,4lS II P 01,9906/1109 • - 650 11.9 £90 660 01 - SI - 0 - - S 90'0 550 600 01 01 - P - 9000 P . 009 0014003 141)MIIM i11Hdd/9M (9)311101 010111 4 . •' 00 10006110010011111019). (910) pool poop - . . . . . 910 00 0090 I.) 930, , • - 11 , S IN __________II 0 031133 99 0 UI 000011090/011199*9 9 Ndli ftm (S10Q uawa AiepunoaJa,d/UeM ieaqç 93100150)01 1 o0ialoowoi3 lllpuflO9 llldIPM pul _____________ -- + •1 - - D Round- ioo.Asll . •)ASCE7.lD.512.4.2.3(ASD( [so18wnTyp.o 1 End E000nte___ r.olt9Fo ] Coot Rod 1 If -' 111-4F!,- 2 SIn E6,dpne/Dno, length Aft 0 ft Right 0 It [Steep 3 Woe 22 pot deed load (I) WI- (( Front,P-1.. Pager; Lend Waft/Plap Height RoomIng TAb Width Mir. Floor W Weight 876)01001 leodLood Deed toed Length LI ((n) Framing Roof 4 14 10 0.29 0.15 0.84 tenol2 4 14 10 0.23 0.63 1.75- 2.59 _______ Rett/Pndhen, 4 13 0.32 0.32 2.91 I I. fp - ep Well-Pie, 0Aonda,y Elennnnt Dodge - - -' LA COSTA GLEN 1109.03 I - -, e_ - " C Shear Wall/Pier Boundary Element Design WPh,tone400t • Gln.relseleonkoete(( w IX U4 .1 0 ':'::ckh qj hlft)3.6 3 1 ark 0onndLAmbo Loads 3 - Lend SlnryHeight bovH thIn Level Elf I An,n iengnh(II( l'ie • Height/Le Ratio ngth 632905 dj edT I Length A force Sheer force Rk.1,,g Line ,o (cdi In, n) depoT, Me AnIon, Me Tensile Force (191111) (DOn,ne,d) Roof one - 632 - - - U.1 2 10 2.8 2.19 - 0.9 4.5 151 1080 6.3 4.6 0.76 1.74 neg./Podh.n 11 2.8 3.07 0.9 4.3 1 1.5 1080 1 18.3 5.2 3.75 4.81 eli-not enohon,ge dMign force bwW on ASCII-3D, .2.4.3.2. to, ...ength Resign 1-..0 ooeect,nnin,. Factor (0).0 . - 14.54 TrAvel leslen capacity ehall be.43.r for nnalle not n,optlnou:I oppeot cedo:Whe,.Mo'Z,ndondoelee,00 L25-0123M,e lfens.lelssecdoe C - - Cd 16 Ce, I CS I Eel S 005AnefCon,e,egslon 010403803 III 1 0 0.0 Eoo,)pSl) 13DeC61 P315) a Speck. 50.1/10.2 AdhestmentIeaorslnomNDSChp.4 Well Thlnkoe,s 0356,, of TensIonS' ronHn,.00, node or Rolled ttrdo,,r, Type Material _j 1 ASTMAIG 58 2 AC6M 6193 125 3 65TM0449 110 belowlloon I Tonolon (6) F hd Reqd. Rod dl (I) lqolnelnnt AS (Sql A (Sql 3 Alloweble Rod El I De,nend 'I ' (Tyeel-c op All! ca oweble Denvend 5 1 Solooted , Ttpe( Allowoblo cepetfty DOncond capacity I.enol 2 0.8 58 0.2 en 0.250 0.809 0.030 (pe-,-.-------- )A).S14 2.5 0.302 .. (EJ.OTTZZ 1.145 0.352 oesefPodhem 1.8_j - Sit 0.47 0.500 0195 0.142 -- (SehmInLoodCon.bos-o(0.6-0.14So4Do0.7E - Onsch of tell 00118 & Booties eRen - °lIII'F4723notnnTII -- - tSUS4I9O.2.b •btellne.I5.teAT,lnWS.IP.0) Ifn' flncedo.lnopenee.e.c •SsorHdlnit AXE Eqn 12.8-15 * ° I E )p50-lloeccto I Ge ()Jln).j23 I W(ln),I3.583333333 I Jo °lrom AISCICSIn7.18 AISC • -- . . C - ' - , - - - 105 - SOS - ..ONISNUOUSflE RODS. t seflell,.l.. tin efleno ens 1.01 - lRdPSflolddowg - (per schedule nop 0.0% . OLTnlholddone, - -. IE cfcR ,ql.,0, eeT40.7 -7 - -S - 15 0- '. . -' - - . -fl-fl- ---- - as Dro1ono0Tsnaioneod,C008nlcoroRnd.es8011s48cc4anrom . - V V 5 V VV V A)SC . .. - C V 1.090050005 111 RODS . S3RAPS 80)44cc-as . 02760 00)440w, V cm lchndule on sheen 305.6-A) V (pen schedule on sheet 505.60) . (per lohedule on shots 105.6-0) .36 [Type I MinerAl Pull)) _J( I OSTMA3G. V 54 2 ASTM 0153 125. 105 3 ASTM 0449 V. .120 be) wfl P hIi° LEnrtr Jan Ag (Sq I) (Sql) 0000nlee(k) Rod (I Demand 09 gtfn Allowoble C Dennood ropalne . 5,1,0904 (lypoj 000wobls 00pe470 Dnrnonrl apeodly Lowell . 2.3 58 0.8 0.373 0.110 0.077 (6)70514 2.5 0.927 (P1-0204. V 4545 V 0548 Roos/Podhern 8.2 14 0.69 0.790 0.442 VV 0.334 -(0}70085fl2 9.2 0.087 01-00015 9535 '0155 -_ 1,V , Vg FPIJ Sh I WoO/Dice Lo,.dao W W590l Cl toro.nonrceanslnl Wan PlerNo* SC Pier Length(([) 3.6 7 •-n •.O I •V V V - WaSVPler800ndcryElencerrtDesign - V V LACOSTAGLEN V 3709.03 * 3 4igV as 'flV •VC V). m, VV - G.nll.bcnkD44.() hor000llrceoo 65 Sd, 0 774 P1 509510 Red do cy 0 J - U3l l40I6T*13lT( fITfl. .ml:rn ltrr!;1flay 6iou lT -lv- - Vt9 V*t Lfl V ;6• nV.0.-V. ' V OV 0 V V - e" V V r Schonic Boondos. Fonen. (090) 'In 55 D0*50edcde Studs (NDS 12)1 900*O 01O.1/NO.2 S (AsCII 10012423(030) A 1. ': 0VJIr;iVer, riI 5.4 VV I EnV0(P11( 5407010 le (n) I c I V V - •ddjusrmnndlantopntrsmNllChp.4 V V )........( 0 •: 50005 3 V V Leon) Ste HeigLe Abovethis Intel 8.snAontonroAVrr urmlengeh(td( ___ pie, Heighr/I.8ngth Ratio bopsa Adjosrrrrnnd Ad(isredlRatio orat V V Resisting U:e Shear Force - - -Pier . Shear Force (adj(0r11)m. 01dm ASS .ollnrkoottnd Acoum Coerbnl.00d, Tensile Force V (upold) CoeWr5a (Denerood) Root I 2.70 1213 lanai 2 10 2.8 2.79 2075 02.1 3.9 2V52 3.15 ~1 4*2.50 11 2.8 3.07 2.9 2075 362 4.5 anchorage iig, toroeb on ASCEI10. 8.16ur )ilelnrnic Load Combos VO (D.6-0.145ns)Do0.7E r nr 06 15000-10 Orns5af0lltr)an,&Bo.,)ng* 1lIrerornTcyuonon7,_: 0001lno.rn.borcclnntO.10.41 V V She., -11 Dhns ltsefld,rig5evna.a.r :500704700406 Eqn 12.8V15 . I E oco•I°io I Ga (kuin('I25 I w 000.I3.583333333 I ' t . V; . , noS 4 . V• V - (•V V. V V V V5 V V u5CLTablR 11.12.1 . V • V V.0 I .e V V• n V V V V V - - V.'o - VVeV.V•V V"cVdt F - F ' *rs, - .4 . -. 0 V - n- • • - n , fi at fl_V.... - / . ,• V 'C'.-; -- C -- V • ... • ltl• fiV V V V • cc IV- V V * .a C It V V V - C 0 _. OC•V 0 5 1, Vntt .' _ fi - - - oe.I,n etCocnenoxlon Food. (lIDS 32) j cOcoA. ' No.tjNo.2 - Cd LA Cm - I Cc I 1 015 E*a)psi) ' AB0C Ic(S) 3 Cf 1.15 'Adjustment facnorsfcornHDSChp,4 4 . * -. - .,m,; - hofKing Widt n, Lengnh It RIng L:ngrhot Conmp5cross Stuft F0e)I( Fo(psi) Fcn/Fc Cp Fs(psi( Stability 0ap0017(k) • -. - 5 •0 Shear Wall/Pier Boundary Element Design I Wit/PAt Location - • 10*446,1 40. Cl Ii aOo.nallSofll, In) Iwo Pine No. a lace Length (It) I ,6 WLoL3 -F 0 5 1 a ' WalI.Ple; Boundary cleecnnt Design •. LA COSTA GLEN 1709,03 a 0 3 ' '-a •• •'* . •0 •. nek D ata fhlE:L cy 0.1 .2. 5,_Th5 )0'. •. 20 '4 HobtwoTypa. 5 EsdEcoontt9d Gnaoct9P . . Cone Rod . I 91n wbrdee/000t tangO, lIft 0 ft Rialce 0 ft strap 1 3 2 ft Uellcrnc )•) W-22 Wwa. p3C . dyadload)psf) 25 Pee )FronrPrenioosPages lb Flog mlyg Tnthelh Trio. : ,Frarnhrg Dead Load Dead Load di-lon an Lanel 2 4 14 10 0,29 0.43 LSS 2.19r ga.a/Psdic.ce 4 11 0.32 5aknelcR.ccudntFoc. (6902 k )ASCO7 10 012423)430) i f/jji',,,, iç'jI s.544oc6me-ofrre __________ Sabec Bound oComboLoad,11 Leon Slory Height Aboun this Level Effectice Acm lb (If) Pier Height/Length Ratio Aepeot Ratio Adjust- Adjusted Total Len Resisting Shear Force lk stceaoroe (ad) to; a) Aco urn A... 'jkft) (69) Tensile Force 1 Cress (Oonenooard( Root 'LOg 1213 cactI a - 10 2.8 2,79 0.9 ' 4.5 2,96 2071 12.1 3.9 2,32 3.18 , eaao/Podloer 51 2.8 3.07 0,9. 43 '2.9 2075 31,2. 0.5 6.16 9.11 - . .11.011 anchorage sign fcronb, on ASCE7-10. 1.0.3.2. for engfh Design' I Ocerstceei iucor(Ll(-o 1 37.11 oeiealleslge,ape-' .hallbnd4r' for o.ii, not ,ne 32:laspece;aric:Whanehftoo -coon fw 1.254125hjbsll .20150ecrion4.: _ iX\/lt 2 gealenotTanalcn RodCAe,drcceu, Rod, an Robed He-down, ' 2 ., . AlSC - . r . e 1. ' . ONI1NUOUS 000005. ISTRAPS Holedow, Life hoiddona ' 'pnesohedule on sheen 505,6-4)2 . (pen,ahedulcon sheen .SOS.6-8) (pen schedule on Sheet SD5.6-B) Type Material Fu)Fol) _Jj. 5 ' ASTMA36 58 36 2 BSIM A193 115 105' 3 ATOM A449 220 .105 below000 T dieneseny) Ag)SqIn) A So In) M capacity k) Rod El jin) capacitylowbie Demand ratio , 5"'-d capac ity gGowable Dann.ed r oapadsy Saleoead (Type). Allowable capaciny Denoted oapadrn L.e,f 2 2.3 54 0.4 0.371 0.110 0,077 IA(.C514 1.5 0.927 (P[-4004 4.tgsr .0.543 Bas,/Psdlunr 8.2 -toad Cocnblnoncon 58 refer troer 43C07.10 0.69 22.4.3.214201 0.750 0.442. 0,334 frorn AIIC T,h3eT.tO ' [D}-OoT12 9.2 0.697 [9) 00011 9535' 0255 )ihnhnnlo Load Combs -c )O.6-O.laSos(D.0,70 renilT'5e,FiTTnT:lmmr7g..'3- Shier 0.0 0ltplao.nnent (ton 70*-ned,. TOO,lona,Li Story dltfc ASCE Eqn 12,8-15 ' I (coi).lI90CC0O I Ga (kJIn).22 I w (cn(-.I3.583333333 - • -. . -- • .: , a,. I ml- .5 at n ASCL Table 22,12.1 •-' - ': ' 5 0 ' -. •,+ "a. . - . •,-° - ': - •'- ... r.: •- •' -'. 5a- 5 a •,,,, • -I • 'r: - . a I 4 . .5 •0 ,, 0"/5 20 •. 4 'S I •' I - ,.'_•_•_1.:__ _l • ,u', '' :, ,/4.. ,,s • ', ', • n'. u a • .7 - - - WOO-PIer Roondery Element Design - LA COSTA GLEN ni . - •. - 1709.03 W/Plertot.8*o. •Gen.,.I Sol .eolpData, )inooi,.e..t Wb,.o3 . to1 6.5 I&ASCEI.tAetLLl 54, 0.774 Ple,00enI0tReAndon Iprer Lenglh)ft) 10.0 - Oo - - - * - - 4oldwn TV" I - red 000.nlekftyl . — . •0 - 6,100. Fo ] Cont Roll 1 Ste - * .•-"""°- - - • PInto-fl, worAoo400e, Length .0 0 ft 010111 0 ft StIle 3 - 2 In - - : ' •s Uniform W 22 p.O -. •. -. - - de.dlo.d)ptl) Wee.. 23 eel )From P,09fooe Pages Wf/P.IPHelUht WOW146 RUO m 0 F.FramingDd Load' Doll Lead LgthL)ft) B.,,/Pod0o,n .101 10 0.00 0.00 1.43- " • •.. ° •,j, 5.1 .ntoyood re For., (A10) )ASCt7 1091242 3(650) ca— D ahl ..ofc t such )00SS2(T' - It 105 Eeo.)pol) -ict lope) 9 ct li-to I. 'Rodeo No.2/00.2 Adonfmenttacicr,I,tm N0SOrp.4 - - 4 Deals- tT.reolc No r-cettn0000, Rod,.. BoUnd 8.doS.., OJSC - - 0 - CONTINUOUS 11) RODS SMPS 00640.., LTRD hoiddew. - per ,00eduly on ,heel 505.6-A) - -)eenochotule on Sheet SOS.6-R) -IOU, schedule on sheet 1.16.6-0) ban. Type M01e65I - PA (141) Fy)knl) 0 ASTMA3G 50. '36 2 ASTM 6033 125 105 - 3 OSTM 0049 - 220 - 105 Tonto"' EL (141) Paid. Rod diameter (in) Eqohelfeno AS (So In) #0)tqln) floo, A0o C.Pa 04b dy 10 Etongollon F r:= A0000De it ko - Ba../podhne I 2.6 58 )°) seltn.Ic Load Combos .0 10.6-0.1450,lo0.70 OmeN 0)1.11.4010 & 00.40.001. - - - Stony Height Abo*ethloLeoA (k) *.e000ntl.etrhlt Elf A Pier Ann length It) Hetglo/Lengnh Ratio 6*0900 N. Adjust—Length Ad) Id T I - - - - Rentttl Une ng SheInForle me.t (OdOR;0) - AOEom ° ebnnt000ond Actom Co.nbeLo.d, TensIle Foeee iupill o Roost 2.65 2607 0.,etPodho.n 10 9.3 1.00 1.0 10.0 - 2647 26.5 7.4 161 2.04 - 31-001 anchorage derlipt lotte be on ASCE7-10, 2.4.3.210, Stle,Vh Design withOoe.910nn1 ole. (13)-n 7.09 - rondeol DeIgn c.prlt-dtIllbe.dfr,o-d Go ,eallo CO In. 0 .2:tee.nn 1:70.0.1400 edocdon tact lS.thllstttb,) 1-2005 S.o11a4,. - 0.31 - — .lRIlS '!'lI 0•..4E5TTR01 -C - 'Il.9,1f4Tql.7gTr7 ••6 0 .IU4) no o*-000.a,o 60.0010ro.4ctorin1.3 Shea, woll Dleet.n.rnen*Ifon1TRodeeS20o0ro.pI •lltry ditto ASCR 040 12.8.15 I01psI)-I I'3I'C0 I Ga - W (10)-ITO ,. OEM -S 0•' . -. nA0 • - .Ot, -. - at 64- •0.S - •0 - - • - - C - •0•• - -. 9.- C -- -9 p - - - 6 p , - .5 Cf O 4 4 - 4.. 0 ' UPle, T/Pin, Loceden urns Wine_i M2 th (NI ) 10.0 ', ',- -t I - Well-Pint Boondeny Elencent Design - -q LA COSTA GLEN 00 - .170903 C .. '. •'- :- . - .: --" 0 _ - Geeee.ISelonticDeW ()60n041t.pott Cel Ode Ol74 PI:ed0 :64 d cv hntkj ______________ IiEEsI.:.sItTIn07TitnflT - en? ____________________________________ —grrv,i----1— '. fln ,es. - 'Sel.rnloBeunder,Foe.)ASD) C )IU$C07-1O.012.4.2.3)AGD) . ffJic,_, v-..'.A . ho cC 05064 Attn l411Uth)ft) Height/Le Rail. ngth Ad):ent AdjuLength sted Tot Resbtlng lAeetPOtce 0 Pier 080um M. At cum, lOft) - heletnl0900nde,yCott,boLoad, Pencil: Force (uplift) LorRIes, )Dht,nt,d) Roof I - - S 2.69 2647 64,e/P,diuot 10 9.3 1.09 1 --1 2647 26.5 I 7.4 LOS 2.04 .. - . e. - - - Pull-Out Unthotegn doslgn lotte bleed on ASCE7.iO. §12.4.3.2, tonSl,ength Design wIth Ooetstrength Fetto, (0) 'd .799 —1-1 oAgocapeAtydtellbe.d)sted toe tells rwt m,00,te l:lltOeCttelln: Whet. h/innZtsuttoetantot LpS4i25nAN,(905.2015 64tt1004.t.4) I mt~ TFx.v1f -: 1 Ic I.: -r-vcv300,urctvmcnniili,,st.ntw. — III .n?TWTTC:ITnK0DT05T111.lm-I. !Tipvllrl 4T05JctTTP 12) ttncle, No.1/No.2 E MUM Design, of T,,,W go 'oe6nUoU5 Rod, o,gonad 4,..dottt- AISC . . .01,1I1NUOUSTtE RODS 4 STRAPS Hoiddowe OtT0DhSlddow. (tn, Schedule on Sheet SIGH-A) ( Pen ed sohole on Sheet 505.6-8) len, hthndule ofl Sheet 5D5.6-h) • S Type - Material - F. (LII) I . o.STM 036 - 50 36 2 - OSTMAISS 105 3 - OSTM 0449 170 105 F j) diannete, (in) RedO (I) Ag (So l ) A Sql ) Aliwbi C. it)on CITY I Rod I gat on In) Deond nt capa city ratio [Tirpol-F.-ne, Alloweble "'Ity Dennend ecpeoioy ratio 'Selected., ITYPJ Taverner obi, Ulwe ecp645y (it) bete.el o.p.dTy ratio Ree,/Podlunt - 2.6 Load Cotohlreticr 50 nete, ftew Ahrt7.IO 0.31 t,000t000l 0.375 0.110 0.077 .•.__ ............ -[E}-DTTOZ 2.545? 00750 .._._ — liSnlcrnio Load Combos -c )O.6-0.I4Soo)Dc0.70 0ted,o4011el.9e&Rnerbn.eFee b5059.olbcttn)SWt.Iuel . ', - 4 .e tll Dlletle, fle-Oodst'nn6tert.2.l •Stoty dill, ASCE Eqn 12.8.15 I El . I Go )k/ln)I.8 . I W )lt).1O I --' - -- _____________________________________________________ 5• 9 Em 'FLo .e. t8 tnp v 0 '. '•0 '.8 ,0 ,l '' , ': ,-j-,-,• in - ¼ - — • - - 0 we 4 .. ,.,.. .- .. -S 9 . 9 _a_. • - 0 1 " 'O . .• ,• H ,toI 1 0.SCE Table 12.12.1 . . _'-u" '• - i',, - ' 0- '0 .5. . 1. , .i.:. -. -. -. J.e 4 . u' • ,. • ,, - - 0 0, it - ,, .n 0'n. , ', ,.04. ''( NO' -, -. -t • . t.0 ' ,i::". 00. u' 0 I -. • . - - ' • ' "n ' 'C - . .. ', - 0',, 0 - -- : ••. '__-_,-'-•e C--, -. ,fl , ,. C -,•J U , - I. , . • '' '' -_ a $ _., -, . I. 01 USGS Design Maps Summary Report User—Specified input ..:-. - • Report Title La Costa Glen Wed March 8, 2017 03:16:45 UTC Building Code Reference Document ASCE 7-10 Standard - (which utilizes USGS hazard data available in 2008) Site Coordinates 33.075490N, 117 26846°W * Site Soil Classification Site Class b- "Stiff Soil" Risk Category 1/11/111 Carlsbacl\ \ .__-'. . "t4Iflp)r i; / '• .-- -. 4 . j' IFscoiicliclo-.ç I w irçi . •r.4. ,j %1 ' . -."- 2 .* I Cd 11 Solima L each •1711 .144 I USGS—Provided OUtput • . .5, . . S + I - + -. •1 5+ S= 1.092g - SMs= 1.161g SDS = 0.774g S.= 0.421g SMI= 0.665g SD1= 0.443g • '- :. 4 For information on how the SS and Si values above have been calculated from probabilistic (risk-trgeted) 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. •1 . . - + + MCE Res-nori se Spectrum • . 5 Design Respoiso S&ci-um S. Qo (100 am - . 5. •5• ... + WEI M72 aAG am a2i OL 16 CL 12 CLCIB I, CLOO CUM Q.43 i& aaa 101 LSI L4i im I+91 2+01 fl.Oi O. O.W Q cL&J Lcfl L 40 U0 i+3 . . Period.T(ee) Period, T(s'e) .5 . S • ' -:..•,- 1 •' '•' For PGAM TL Cw and CR1 values please view the detailed report 5+ 5+ + •1 I.. -- . - 1*55_S •,)++• + . -+.-• - 5, 5+. • " •'' .. c 4ij Leighton andAssociate, Inc GN 014 . • . . ' •' A LEIGUTON GROUP COMPANY, O c -- '.: -- April13,2017 - , ." ProjectNo 11617001 To Continuing Life LLC 1950 Silverleaf Circle Carlsbad, California 92009 Attention: .. Mr. Kavin Ward. 4 .-_, .- - •c,-ç -' Subject Geotechnical Update for Proposed North Central Plant Expansion, 1940 Levante Street, Carlsbad, California References:- California Building St606rds Comhiissn (CBSC),• 2016, California. Building Code (CBC) Leighton and Associates, Inc, 2003, Supplemental Geotechnical Investigation and Update Geotechnical Report, Proposed Development of r La Costa Glen North, Greéh Valley Carlsbad Tract (CT) 92-08, Lots 7; 8 * and 9, Carlsbad, California, Project No. 460134-005, .dàtéd Novembei 26,- 2003 - Testing Engineers US Lab, 2005, As-Graded Compacon Report, La Costa 4 Glen Development, West. 'of -El .Camino Real South of 'La Costa .,AV and North of Olivenhain Rd, Carlsbad, CA, No 78602, May 17, 2005 : • . -- In accordance with your authorization, this letter presents Leighton's geotechnical Update for the proposed North Central Plant Expansion at La Costa Glen, in Carlsbad, California. The proposed improvements consist of a small two-story expanion on to the north side of an existing plant maintenance building, which is currently being used as a - - shop and stôrae area at the ground level and for offices on the 2nd fIor. The purpbse of this' update study was to review our previous geotechnical report (Leighton,, 2003); provide seismic design parameters in accordance with the 2016 CBC, and updated CBC2O17O'h197 3934 Miirhy Canyon Road, Suite B205 u San Diego, CA 92123-4425 * 858.292.8030 nFax 858.292.0771 n www.leightongeo.com - 11617.001 4 design parameters, as needed. We also performed a site visit onApril 10, 2017 to observe the current site conditions As background, the site was graded in 2004-2005 with geotechniãal observations and testing performed by Testing Engineers-US Lab. Documentation of the grading activities with field compaction testing is presented in the referenced as-graded report (Testing Engineers-US Lab, 2005) Based on our uhdOrstànding of :thé' ité'conditiOhs Jarid review. .66f- the' référenced geotechnical documents, it is our professional opinion" pinion that the geotechnical recommendations presented in the referenced geotechnical report (Leighton, 2003) are still applicable for its intended use, provided the following recommendations are incorporated into the design and construction of the proposed improvements In summary, we recommend that the upp& 12 -inches Of the new.additionbuiIding pad area be reprocessed following the demolition Of the existing concrete pavement and prior to placement of new additional fill soil and/or excavation of the building foundations. Note that deeper removals may be. required 'based on field obercied conditions during- construction. All fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 911 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1551)-. • . H We also recommend, that the proposed building additi6ht be sUpported by conventional continuous and isolated-spread footings Footings should bear in properly compacted fill soils with a very low to low expansion potential should extend a minimum of 24 inches below the lowest adjacent soil grade for the two-story structure At this depth, footings my be, designed using an allowable-soil bearing value of 2,000 pounds per square.foot This value may be increased by one-third for loads of short duratiOn inCluding wind or, s'eisrnic forces. Footings should have a minimum width of 18 inches for the two-story. structure The ñëw floor slab shOuld have a minimum thickness' 6f;5 inthOs and be reinforced :at slab mid-height with No 3 rebars at 18 inches on center (each way) or No. 4 rebars at 24 inches center (each way). Additional reinforcement and/or concrete thickness to acconirnodatespecific loading conditions or anticipated settlement should be evaluated •, by the structural engineer based on a modulus of subgrade reaction, of 100 kips per cubi :foot. . -. ,. . , 400 .•., .•t• ... - - 2 - -169 Mon - 4 f 1. I I . . •' - 11617OO.1. - - . 1 - • 4' I 2016 CBG Seismic Parameters The following seismic design paramet&sior the site are the risk-targeted spectral acceleration parameters for the site determined in accordance with the 2016 California Building Code and the USGS Worldwide Seismic Design Values tool (Verthon 3 1 0) 4 F -'•, J 4 4' r 2016 CBC RiskTargeted Mapped SpectralAcceleratioh Parameters, Site Class. " - -" Site Coeffrcientsl lFa' 1.064 - - - - rv- -- - - .-- - Mapped MCER Spectral Accelerations Site Modified MCER Spectral Accelerations 'Sm8~ 1.1600 Design Spectral -Accelerations -. S05 0773g - =' 0.44'3g S ., D'1 I , Utilizing ASCE Standard 7-10, in accordance with Section 11;'.`8.3, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCEG) The mapped MCEG peak ground acceleration (PGA) is 0 432g for the site For a Site Class D, the FPGA is 1.06.8 ,and the mapped peak ground accleffltion 'adjusted for, Site Class effects .(PGA) is 0 462g for the site -, Construction Observation and Plan Review 'I. The recommendations provided in this letter are based on preliminary design information and subsurface conditions disclosed by widely spaced data The "interpolated subsurface conditions 'should be checked in the field during cnstrüction Construction observation of all onsite geotechnically related activities should be performed by a (Leighton) iepresentative of the geotechnical engineer, to provide measurable quality control tests and observation that can provide the basis for demonstrating implementation of the geotechnical recommendations - .' -,:- -' •. ,. LejhtOn . 1' •. - - 5.. ,. 0• .5. - S •'7. S '- -r_ •. r 11 44 617 001 4 L r Final project grading and foundation "plans shOuld be geOtéchnicäili ie,iéWed by Leighton and Associates, Inc before grading to see that the recommendations provided in this report are incorporated in project piaiis LirnitatiOñ's .7-- .---: •. S t e. . --'.7 . I: • - 4 , Recommendations co S ntained in this letter are based on our site reconnaissance, bickrOund review, and present knoMedgè. Of the proposed cOnstruótiOn. It is possible that soil conditions vary between or beyond the points explored If soil conditions are encountered during grading or foundation excavation, which diffe=y, ,in ose described in the original geotechnical reports, our firm should be notified im order 'ihat a review may be made and any supplemental recommendations provided Oui firm has erformed our services in substantial accordance with the generally accepted geotechnical engineering -practice -as; it exists in the -site a-rea at the 'time Of OUr. study No warranty is made or intended If yOu have any qUestions regard íñç" our repôtt, p1éãse do not hesitate to contact this off ice.,We appreciate this opportunity to be of service. . •- .-. -- 57 Respectfully submitted, GEOLOGIST Ex IT LEIGHTON AND ASSOCIATES, INC 3s,o+ William D Olson, RCE 45283 %FXp. 61 V Mike D. Jensen, CEG 2457 Associate Engineer Senior Project Geologist Distribution (4) Addressee * ''S.- , - .4 _''7 ,.- •5 4-- .7 5__ Ii $4 * - '5., '4 . -e .- * _ S •7 , • . • - . , 7 7 . . • -.. . I. * - ,S ,.. . .4. . . -.½, • ' -''5. - •-'• . 5_ - 4 - S - • - . I . _ S , . -.7 •$4 . * ',- - . . .' 5. - -'. 4' • ' i'-' _•7 , .7 -.7'-- - ,L?. .' '.7 ¶ 4 II 'P54 4 Leighton 4 Leighton and Associates, Inc A LEIGHTON GROUP COMPANY V I •s V ••V 'V - Márch 17, 2004 Project No. 960134-005 To Continuing Life Communities 1940 Levante Street Carlsbad, California 92009 & Attention Mr. Gary E Kutz Subject Response to Comments on Supplemental Geotechnical Investigation and Update V Geotechnical Report, Proposed Development of La Costa Glen North; Green Valley V Carlsbad Tract (CT) 92-08, Lots 7, 8 and 9, Carlsbad, California r. Reference:, Leighton and Associates, Inc., 2003,'Supplemerital Geotechnial Investigation and Update Geotechnical Report, Proposed Development of La Costa Glen North, Green Valley V V Carlsbad Tract (CT) 92-08, Lots 7, 8 and 9, Carlsbad, California, Project No. 4960134- 002 dated November 26, 2003 V In accordance with your request, we have reviewed our geotechnical report (Leighton, 2003) in regards to your March 2, 2004 letter and comments regarding the floor slab recommendations. Based on oiir review and considering the site-specific geotechnical conditions, we still recommend that slabs-ori'-grade be at least 5 inches thick and reinforced with No. 3 rebars at 18 inches on center (each way) or No. 4 rebars at 24, V inches center (each way) As for the 2-inch layer of sand below the I 0-mu (or heavier) plastic sheeting moisture barrier, the use of existing on-site sandy soils should be considered. However, we recommend that- construction observations and testing be performed to verify gradation of the finish grade soils prior to certifying the building pad I - If you have any questions regarding this letter or our reports, please contact this office We appreciate this opportunity to be'of service. Respectfully submitted,' VIV •V LEIGHTON DCLLTES CIA V• tVV ,;:.. C6 No. 45283 In rn William D. Olson, RCE 45283 Senior Project Engineer OF C Distribution (3) Addressee -. 4 V V -. .•- . - I ) V I •V V ''VV V .3934 Murphy Canyon Road Suite B205 San Diego CA 92123-4425k V V V 858.292.8030. Fax 858.292.0771. www.Ieightongeo.com V V VVV V V V ' I -11 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Hi November 26, 2003 Project No. 960134-005 To: Continuing Life Communities 1940 Levante Street Carlsbad, California 92009 Attention: Mr. Gary E. Kutz Subject: Supplemental Geotechnical Investigation and Update Geotechnical Report, Proposed Development of La Costa Glen North, Green Valley Carlsbad Tract (CT) 92-08, Lots 7, 8 and 9, Carlsbad, California In accordance with your request, we have performed a supplemental geotechnical investigation of the subject site located generally southwest of the intersection El Camino Real and La Costa Avenue in the City of Carlsbad, California (Figure 1). The purpose of this investigation was to provide additional geotechnical recommendations (i.e., an update) for the design and construction of the proposed development. This report summarizes our findings, conclusions and I; recommendations relative to the rough grading performed in 1998. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON ANDASSOCIATES, INC. aiiaL William D. Olson, RCE Senior Project Engineer I jS NO. 1349 I ( CERTIFIED —4 ENGINEERING GEOLOGIST Michael R. StCart CEG 1 349 Vice President/Principal Geologist Distribution: (6) Addressee 3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425 858.292.8030 a Fax 858.292.0771 c www.leightongeo.com 960134-005 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ................................•1 ....... 1 1.1 PURPOSE AND SCOPE ........... ...................................................................1 1.2 SITE LOCATION AND DESCRIPTION ........................................ ............................................. 2 1.3 PROPOSED DEVELOPMENT ................. ................................................................. .......... 2 2.0, SUBSURFACE EXPLORATION AND LABORATORY TESTING ............................................... 5 - SUBSURFACE EXPLORATION ........................... ..................................... ............. ................. 5 22 LABORATORY 3.0 GEOLOGIC SETTING 5 6 3.1 REGIONAL GEOLOGY .......................6 .6 3.2 SITE GEOLOGY ......................................................................................... ................... 3.3. GEOLOGIC UNITS ......................................................................................................6 3.3.1 . Undocumented Fill (Map Symbol-Afu) ................. . .................. . ............... -.................... ......7 3.3.2, Documented Fill (Map Symbol-A0 ..........................................................................7 3.3.3 Slope Wash (Map Symboi-Qsw) ............. ....... . ......... . . .. ......... .... ............. ..................... 7 3.3.4 .Torrey Sandstone Formation (Map Symbol - TO)................................................. Santiago Formation (Map Symbol T Tsa) .................. ;.:......................................8 7 3.4 GROUND WATER ..................................................................................................... .8 . 3.5 EXPANSION POTENTIAL .................................................. ..................................... ......... 8 .3.6 GEOLOGIC STRUCTURE ................................................................................................8. 3.7 LANDSLIDES AND SURFICIAL FAILURES ........................................................................ 3.8 FAULTING ................................................................................................................. 3.9 SEISMICITY AND SEISMIC CONSIDERATIONS ...................................................................10 3.9.1 Liquefaction and Analysis .................................... ......... ........................................11.- 3.9.2 Dynamic, Settlement ............. ............................................................................. ...12 3.9.3 Lateral Spreading and Flow Failure 13 4.O. CONCLUSIONS ................................... ................................. . ....................................... 15, 5.0 RECOMMENDATIONS 16.- 5.1 EARTHWORK .......................................................................................................... .- 5.1.1 Site Preparation ........................................................................................ .....16' 16 5.1.2 Excavations ............................... ...................................................................... 16 5 1 3 Fill Placement and Compaction 5.1.4 Cut/Fill Transition Lots .....................................................................................17, 17 Leighton [1 I 960134-005 TABLE OF CONTENTS Section Paqe 5.2 FOUNDATION DESIGN CONSIDERATIONS ........................................................................ 18 5.2.1 Foundation Design - Light Commercial and Multi-Unit Residential Buildings...........18 5.2.2 Floor Slab Design - Commercial and Residential ...................................................18 5.2.3 Alternative Post-Tensioned Foundation System ....................................................19 5.2.4 Settlement.......................................................................................................20 5.3 FOOTING AND UTILITY SETBACK ................................................................................... 20 5.4 LATERAL EARTH PRESSURES ...................................................................................... 21 5.5 RETAINING WALL DESIGN CONSIDERATIONS...................................................................22 5.6 PRELIMINARY PAVEMENT DESIGN ................................................................................. 23 5.7 SURFACE DRAINAGE AND LOT MAINTENANCE .................................................................23 5.8 GRADED SLOPES ..................................................................................................... 23 5.9 TYPE OF CEMENT OF CONSTRUCTION............................................................................24 6.0 CONSTRUCTION OBSERVATION AND PLAN REVIEW ....................................................25 7.0 LIMITATIONS ............................................................................................. . ............... 26 Tables Table - Seismic Parameters for Active Faults (Blake, 2000) - Page 10 Table q2 - Dynamic Induced Settlement - CPTs - Page 12 Table 3 - Dynamic Induced Settlement - Borings and CPTs - Page 13 Table 4 - Flow Failure Strength Parameters - Page 14 Figures Figure 1 - Site Location Map - Page 4 Plates Plate 1 - Geotechnical Map - In Pocket Plate 2 - Geological Cross-Sections - In Pocket Appendices Appendix A - References Appendix B - Leighton and Associates Geotechnical Boring Logs Appendix C - Leighton and Associates Cone Penetration Test Logs Appendix D - Laboratory Testing Procedures and Test Results Appendix E - Seismic and Liquefaction Analyses Appendix F - Flow Failure Analysis Appendix G - General Earthwork and Grading Specifications I 1 I I Leighton . 960134-005 4 , 1 0 INTRODUCTION 11 Purpose and Scope This '.ieort presents the results of our. supplemental geotechnical investigation for ,the proposed development of the La Costa Glen North property identified as Green Valle' Carlsbad Tract (CT) 92-08, Lots 7, 84 and 9.-The purpose of our invetigation..' was to identify and evaluate the existing significant geotechmcal conditions at the subject site and to provide updated preliminary conclusions and geotechnical recommendations relative to the proposed developmeni.It should be noted that our, original ini'estigationof * the subject site was performed in 1996 and included a larger area to the south (i.e., Lots 'l through 6, 10 and 11) (Leighton, 1996) and included only limited borings in the area currëntlyproposed for development. The preliminary development plan prepared by O'Day Consultants dated May 29, 2003, was used as a base map for our evaluation of the proposed improvements. . .. . t . :7 - , .4 •..,. * - -* The scope of our geotechmcal services including the following -. fl ..• * . .. - . Review of readily available pertinent, published and unpublished geotechnica1 . * literature and maps: References cited are listed in Appendix A. • . .. , Site recbnnaissance and geologic mapping.. -. : . • • - . . - • ••- •.. r . Excavation, logging, and sampling of four 8-inch hollow stem-auger boringi The logs of the borings are presented in Appendix B and their approximate locations are shown on the Geotechnical Map (Plate 1) 4 . • Advancement of thirteen Cone Penetration Test (CPT) soundings. The data and' . interpreted logs from our CPT1 soundings are presented in Appendix C and their locations are shown on the Geotechmcal Map (Plate 1) Laboatory testing of representative soil samples obtained from the hollow stem- auger borings. A summary of our testing procedures and test results are presented in Appendix D :. Compilation and analyses of the geotechnical dta obtained' 'from The field investigation and laboratory testing. . p • , • • : Seismic hazard analysis including the evaluation of reional and nearby faults, liquefaction and seismic settlement analyses (Appendix E), and lateral spreading and tsunami/seiche potential. -- • - • .. - ., • - - I -. * - r ** -.- - . * .. -*_. ' • ' ..• . 1. --1- * - • : - • ' :. - .Lighton' ' 0 :'••_-'.:. *- ;.: 96O134OO5 Preparation of this report presenting the results of our findings, conclusions, geotechmcal - recommendations for site grading, and construction considerations for : the propdsèd development ) V. .1 .2 Site Location and Description * The subject site is located west of El Camino Real, south of La Costa Avnhé and Noith of Olivenhain Road in the City of Carlsbad, California (see Figure 1, Site Location Map). Prior to rough-grading in 1998, the original topdgraphy of the site varied from moderately sloping hillsides (10:1) to generally flat-lying in the central portion of the site to a series of hills and canyons along the western perimeter. Near-vertical bluffs exist along the eastern edge of the upper mesa, west of the project site A natural riparian drainage course existed paralleling El Camino Real at the eastern edge of the project (Encinitas Creek) As a result of rough-grading operation, six relatively large sheet-graded pacels (Lots 4, 5, 6, 7, 8 and .9), five open-space lots, (Lots 1-3, 10 and 11), retaining wall structures, and associated access roads were created In addition, significant road improvements including the widening the southbound shoulder of El Camino Real, extension of Levante Street west from El Camino Real, and the construction of Calle Barcelona were completed. In surnmary, approximately 10 to 25; feet of compacted fill was placed during the rough- grading operations for the subject site (i.e., Lots 7, 8 and 9). The rough-grading consists of generally flat lying sheet graded pads, bordered by graded slopes with 'maximum heights on. the order of 30 feet and a gradient of 2:1 (horizontal to vertical). These slopes, were constructed as stability fills below the natural slopes to the west. Thes6 natural 'sl.opes extends upward from the subject site at an overall gradient of roughly 3:1 (horizontal to vertical), although locally steeper areas are present. A detailed description of the rough grading operations was presented in the Final As-Graded Report of Rough-Grading, V . .. 'prepaied by Leighton (Leighton, 1999). It should be noted that after ,rough-giading was completed, portions of the site has been used as a fill area for excess dirt and rubble from construction activities without geotechnical observation or testing V V 1.3 Proposed Development M. V :. V V '• V. . VV.V - Currently, the proposed development, consists of commercial buildings, several multi-utht residential structures, a recreation building, a commons building, parking areas and other associated improvements Based on review of the current development plans, Lit is our understanding that there are five (5) very long or continuous multi-uiiit residential V structures (i.e., Buildings D, E F, G, and H), twenty-two (22) relatively smaller multi-unit V ' residential structures or commercial buildings (i.e., Buildings C1V through C-i 1 and V-i V through V-1 1) being proposed (see Plate i). Based on previous phases of deveioprneIit V V * : •:- ..' V AD ' -2- Leighton - V. •** V 960134-005 we anticipate that the cohimercial buildings, multi-unit residential buildings, and the recreation and commons buildings will be relatively lightly loaded wood framed one- to three-story structures with stucco exteriors. 4 . 4. .46.• 4.,, ', .4- .. , • 9,'4 •. ..' 9, 9. ) S 4%. ... -- * .' - -' * . & _. '• 4. 1. .4-'- ,. 4- 2 4' •• - ,- f.j . 4' 4.4 ,• 4 :, - . - 1 .. ' 6 -. .4 . _•... I: I . I ', . :' ._: ..•• . , IT - . , •. '-- 9 - - - .4 --'•• 1-' 9.. _'. . - :- • 5• 6' 4 - . . . . .4 ' 9* * -9 ., . -.:- 4. '.l ''•'S' -9 .•• -- - . -' J 4- - -. . . .4 -- t.• - ,'.6 4 ) . 4 - - ' 4,*. 1. - - * -•.' . '- . '4 - - •. . - -- .. , , . -. -' -- - -- ' : - . .9.?, - 't - - . * . - . . -' 4 . . 4 - - •' ' • - - 9 I .. t l ' •S ' 9 -.4 4 9 . ' . , '- - . 1 - •'.r .4. 4 ' . I . 44.• . A :. 4 4 , 4 )' , ..4v -- 4 . -I '4 - Leighton • 4'.-- I * - - '1 t - 4-: BATIQUITOS _ SP NJiççj - - - LAGOON - - CREEK NORTH , I • - \ ESCthICO - ' -: BLUE HEK S I AVE lio RAVEAN CT / -it j , •• - - '- - 1 * H • ¶ I PROJECT . •. - ). SITE - / - L.EUCAD!A :- - - ! P / --- -.\-:- N• . J J - • - - •-•-.. --; - - NOT 10 SCA LE + - SITE Project No . La Costa Glen • 960134-005 - Carlsbad, California LOCATION • Date • - - • MAP , Noember 2003 -Figuire Nd. 1 1 . r - -. - .. 960134-005 - 2 0 SUBSURFACE EXPLORATION AND LABORATORY TESTING bV Z-1 Subsurface Exploration P . The subsurface exploration performed for this supplen:iental geoteehnid'al investigation consisted of four 8-inch hollow-stem 1 auger borings (B-i through B-4) and thirteen CPT soundings (CPT-1 through CPT-13). Depths for the borings were approximately 65, to 75 feet below the existing ground surfaèe (bgs) and were performedusing a truck mouiitëd drill rig. Dejths of the CPT soundings ranged from approximately 45 to 75 feet bgs. The purpose of the hollow-stem auger borings and CPT soundings was to investigate the statigraphy, physical characteristics,' and specific engineering propertiesof the soils that underlie the site The approximate locations of the borings and soundings are shown on the Geotechnical Map (Plate 1) Boring logs and CPT soundmg data are provided in Appendix B and C, respectively. During the'drilling operations, bulk samples, and relatively undisturbed samples were obtained from the borings for laborathry testing and evaluation The relatively undisturbed in-place samples were obtained utilizing a modified California drive sampler driven 12 inches with a 140 pound hammer dropping 30 inches. In addition, Standard Penetration Tests (SPT) were performed at selected depths using a standafd 1.4 inches inside diameter V Vand 2 inches outside diameter split-barrel sampler. The SPT sampler was driven with a 140 pound, a free-fail hammer that utilized an automatic-trip mechanism to drop the weight V from a height of 30 inches. For both types of.samplers, the harnmer blows required to drive' the sampler each successive 6 inches was recorded 18 inches and the 12 inches of measured blows is presented on the boring logs Sampling and logging of hollow-stem auger borings was performed at 5 foot intervals After measurement of ground water elevations, the soundings and borings were backfihled V with bentonite grout per County of San Diego Department of Environmental Health V requirements Some settlement of the backfill grout should be anticipated 2.2 Laboratory Testing -' V Laboratory testing was performed on selected samples obtained from the small-diameter , V borings. The laboratory testing performed during the present phase of work primarily consisted of grain size analysis (hydrometer and/or sieve analysis) and plasticity analysis (Atterberg Limits). A discussion of 4the laboratory tests performed and a summary of the laboratory test results are presented in Appendix D $ - * - V - V V • V V V V V V - : --• V - V •• - - • V V Leighton V-s .. V - •V •I_ 960134-005 I 4 4 3 0 ENGINEERING GEOLOGIC SUMMARY l 4 3.1 4 I Regional Geology The subject site is situated in the coastal section of the Peninsular Range province, a California Geomorphic province with a long and active geologic history throughout Southern California Throughout the last 54 million years, the area known as the "San Diego Embayment" has undergone several episodes of marine inundation and subsequent, marine regression This has resulted in a thick sequence of marine and nonmanne sedimentary deposits on rocks of the Southern California bathohth with relatively minor tectonic uplift of the area 10 3.12 Site Geology 4 Based on our subsurface exploration, geologic mapping, aerial photograph analysis, and review of pertinent geotechmcal literature and maps (Appendix A), the proposed La Costa Glen development site appears to be underlain by the Tertiary-aged Santiago and Torrey Sandstone Formations These bedrock units are mantled by varying quantities of fill soils and slope wash , II . Review of the Geotechmcal Hazards Analysis and Mapping Study for the City of Carlsbad (Leighton, 1992) indicates that various geotechmcal constraints have been identified on the subject site that should be donsiderëd in the site development plans The soils of the -' • Santiago Formation, located along the western side of El Camino Real are considered to be potentially expansive Liquefaction and compressibility are also a concern with the relatively moderate to deep ground water levels in the onsite slope wash/co iluvium deposits .4 3 3 Geolo;c Units l The geologic units encountered during our investigation of the subject site were essentially as anticipated and consisted of documented artificial and undocument'ed fills, slopewash, the Torrey Sandstone Formation, and the Santiago Formation The appioximate limits of the geologic units encountered during our investigation are presented on the Geotechnical Map (Plate 1) and discussed below. 0 4 1 5 I , 1 - 4 . i_ .-. •'., - .0. :- 4 F - 4 i, • - -6- Leighton 4 ' 960134-005 3.3.1 Undocumented Fill (Map Symbol-Afu) • / Undocumented fill soils were encountered on the subject site The majonty of the undocumented fill material was located as a stockpile within the central portion of : * the site Based on observations made during the site reconnaissance and field exploration, the undocumented fill is up to approximately 20 feet thick It appears that much of this material was derived from on-site construction sources as it generally consisted of uncompacted soil, concrete debris, and gravel 71 4 4 3.3.2 Documented Fill (Map Symbol-Af) As documented, compacted fill placed by Signs and Pinnick, Inc between August 1998 to January 1999 was observed and tested by Leighton and Associates, Inc The docuthented fill soils were generally found to be medium dense, silty and/or clayey, sands with a very low to low expansion potential. However, the upper 2 feet of the exposed rough graded fill soils were generally weathered, desiccated and potentially, compressible • .••• ..• 3.3.3 Slope Wash (Map Symbol-Qsw) 0 . - - . .• . . 44 4 I. Slope wash was typically encountered beneath the compacted fill soil across the site As encountered, this material was generally found to consist of silty and/or clayey: • sands. The thickness of slope wash material varies from 20 to over 90 feet and typically slopes towards the east as illustrated in the Geological Cross-Sections B-B' through F-F (see Plate 2). The slope wash encountered is an accumulation of poorly to well consolidated material, derived from the adjacent hillsides by downslope- gravitational creep and sheetfiow from surface runoff. Based on previous laboratory testing, the slope wash soils possess a very low to low expansion potential - 4 * - 3.3.4 Torrey Sandstone Formation (Map Symbol - Tt)) The Tertiary-aged Torrey Sandstone Formation is the bedrock unit that overlies the majority of the subject site As encountered, this unit consisted mainly of a light brown to gray-brown, poorly to moderately cemented silty sandstone with lesser amounts of mterbedded sandy siltstone to slightly clayey sandstone • 4 . ••.. 4- *4. 4 4 I 4 •- ., • * I 4 •44 -. 4 . •- t 4* • .- .. •- - ' •, II I I ' . -- . 1 -*4 7- Leighton 41 soils have a a 3.3.5 Santiaçio Formation (Map Symbol - Tsa) 960134-005 The Santiago Formation, as encountered during our investigation, generally consists of gray, very dense, friable to moderately well cemented, silty, fine- to medium- grained silty and clayey sandstone interbedded with lesser amounts of olive-gray and red-brown, hard siltstone and claystone. 3.4 Ground Water Ground water was encountered in all of the borings with elevations ranging from 34 feet mean sea level (msl) in boring B-3 at the north end of the site to 49 feet msl in boring B- 1 at the south end of the site. The approximate depths and elevations of the encountered ground water are depicted on the boring logs (Appendix B). The depth to ground water below the site generally ranged from 20 feet to 37 feet bgs. Seasonal fluctuations of the ground water should be expected and water levels may vary at the time of construction from those obtained in this study. In addition, significant improvements to site drainage are anticipated, which will reduce the potential for surface water to infiltrate into the subsurface soils. Therefore, ground water is not anticipated to rise significantly after construction due to site improvements, pavement, and drainage. It should be noted that ground water seepage sometimes occurs in localized areas, especially in slopes, after the completion of grading and establishment of site irrigation and landscaping. If these conditions occur, recommendations to mitigate the seepage (by providing a subdrain system to collect ground water or other appropriate methods) can be made on a case-by-case basis. 3.5 rExpansionPOtential 3.6 Geologic Structure Based on our geologic mapping during the previous investigations, tough-grading operations, literature review and our professional experience on nearby sites, bedding on site is flat lying to slightly dipping to the southwest. I 1 -8- Leighton 960134-005 -. 3.7 Landslides and Surficial Failures ' -I Based on our review of the geotechnical reports (Appendix A) and our geologic mapping during rough-grading, there was no; indication of ancient landslides within the graded * portions of the subject property. Localized surficial failures are present 'on some of the . natural slopes (open-space area) adjacent the property boundaries. These features,-which are * - part of the natural weathering phenomena of these steep natural slopes, do not 'adversely impact the proposed development. Evaluation of these features was beyond the scope of this report as they are located in undeveloped areas outside the limits of previous phases of grading 3.8 'Faulting', . ' . .. • Carlsbad, like the rest of Southern California, is seismically active as :a fesult of being located near the active margin between the North American and Pacific tectonic plates The principal source of seismic activity is movement along the northwest-trending regional - faults such as the San Andreas, San Jacintb and Elsinore faults, as well as. along less active faults such as the Rose Canyon fault.-'. By definition of the State Mining and Geology Board, an active fault is one which has had surface displacement within the Holocene Epoch (roughly the last 11,000 years). The State Geologist has defined a potentially active fault as any fault which has been active during th Quaternary Period (approximately the last 1,600,000 years) These definitions are used in 'delineating Earthquake Fault Zones as mandated by the Alquist-Pnolo Geologic Hazard Zones Act of 1972 and as revised in 1994 (Hart, 1994). The intent of the act is to require performance of fault investigations on sites located within Special Studies Zones to * preclude neW construction of certain inhabited structures across the trace of active faults. - The subject site is not included within any special study zones as created by the Aiquist- 'Priolo Geologic Hazard Zones Act. Our review of geologic literature pertaining to the site area indicates that there are no known major active' faults on or in the -immediate vicinity of the site. Evidence for active for 'faulting was not encountered during our field investigation. The nearest known acti'e fault is the offshore extension of the Rose Canyon fault zones located approximately 5 miles west of the site. :1 . .. .. - • ... - - ,_ . . •• * I ) . . •r • . -.• •• * . '• • ,. •-' • : • * ' . , • .• . . . - - * I - .; •* • * _•..J. - . 4 • -. - • - * -: : •• * Leighton; ' - - 960134-005 3.9 Seismicity and Seismic Considerations . .:, . • -• ',' The principal seismic considerations for most structures in Southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. The possibility of damage due to ground rupture is considered low since active faults are not known to cross the site. Lurching due to shaking, from distant seismic events is not considered a significant hazard, although it is a óssibility throughout the Southern California region. Hazard from seiches and tsunamis is not likely as the site is located away from the immediate coastal area and there are no large standing bodies of water at or near the site. . . •- •. I .- - -•.• -,•- 4-, • Table 1 indicates potential seismic events that could be produced by the maximum moment magnitude earthquake A maximum moment magnitude earthquake is the mthumum expectable earthquake given the known tectonic framework Site-specific seismic parameters for the site is included in Table 1 are the distances to the causative ;faults, earthquake magnitudes, and postulated ground accelerations as generated by the deterministic fault modeling software EQFAULT (Blake, 2000) I I Table . .. 1 Seismic Paramèter for Active Faults (Blake, 2000) Potential Causative Distance from Fault' ' - Slip Rate* •• - Maximuim ' . Peak Horizontal Fault to Site (m*) Moment Groun&'Acceleration (Miles) Magnitude (g) Rose Canyon 5 1.5 70 044 Newport-Inglewood - 10 - 1.5 7.1 0.24 - .(Offshore) . Coronado Bank 20 3 0 7.4 0.15, Elsinore - Temecula 25 5.0 .6-.8 0.09 *CDMG 1996 As indicated in Table 1, the Rose Canyon Fault 'Zbne is the active' fault considered having the most significant effect at the site from a design 'standpoint. A maximum moment magnitude earthquake of 7.0 on the fault could produce an estimated peak horizontal ground acceleration 0;449 at the site. .The ground acceleration was ñiodeled- using the attenuation equation of Abrahamson and Silva et al. (1997) for a soil site. The Rose Canyon Fault Zone is considered a Type B seismic souke according to Table 1 6A-U of the 2001 California Building Code (CBCS, 2001). • Summary printouts of the deterministic analyses are provided in AppendixE of this report. .- - t Leighton - . ,-• '1 .••_ .•.- L. .1' 41 . • -• . .,. '41_•' * * ' .960134-005 - a 4 •i - The effect of seismic shaking may be mitigated by adhering to the California Building Code (CBC) or state-of-the-art seismic design parameters of the Structural Engineers Association of California.The seismic parameter settings for the site, per the 2001 CBC, are as follows Soil Profile Type (Table 16A-J) = SD Seismic Zone 4 (Figure 16A-2) Z = 0A. Slip Rate, SR, (Table 16A-U) = 1 5mm per year (CDMG, 1996), based on the Ros& Canyon Fault Zone ,. Seismic Source Type (Table 16A-U) = B Na = 1.0 (Table 16A-S) N = 1.2 (Table 16A-T) S - .5 -, S . • . Secondary effects that can be associated with severe ground shaking fbIlowinj a relativ'ely' large earthquake include liquefaction, dynamic settlement, lateral spreading and flow failure These secondary effects of seismic shaking are discussed in the following sections - . S 1 S_I •I*' - k-.\ , .. *• S - ''5 - S 3.9.1 Liquefaction and Analysis Liquefaction of cohesionless soils can be caused by strong vibratory motion due t6 earthquakes Research and historical data indicate that loose granular soils underlain by a near surface ground water table are most susceptible to liquefaction, while the• stability of most silty clays and clays deposited in fresh water environments are not adversely affected by vibratory motion Liquefaction is charactenzed by a total loss of shear strength in the affected soil layers, thereby causing the soil to flow as a liquid This effect maybe manifested at the ground surface by settlement andlor sand boils.` * For our liquefaction analysis, CPT sounding data and the computer program Liquefy Pro were used The ground water, elevations used in the analysis were based on field measurements obtained during drilling of the borings B-i through B-2 The factor of safety to resist liquefaction was calculated using a maximum moment magnitude earthquake of 7.0 on the fault could produce an estimated peak horizontal ground acceleration 0.44g at the site (i.e., an event for the Rose Canyon Fault or the design earthquake) - I ,'.,-,_ 1 * .4 •. - -S The results of our liquefaction analysis indicate that the upper 30 feet of slope wash deposits, which is located approximately 20 to 30 feet bgs and generally consist of . saturated, clean to silty or clayey, fine- to medium-grained 'sands,, and may be .. susceptible to liquefaction in 'a'n1ajo earthquake. However, studies (Ishihara, '1985)' have shown that a nonsaturated surface layer of compacted fill of on the order of 15 to 20 feet may limit the significant effects of,liquefaction-mduced damage to - , . ii - • - ' • - - - - •: --_-' - -- S Leighton 960134-005 relatively lightly loaded surface structures. Plots of the liquefaction analysis are provided in Appendix E. The Santiago Formation, which may be below the water table at depth, is not considered liquefiable due to it's over consolidated condition. 3.9.2 Dynamic Settlement Based on the findings in our subsurface explorations and results of liquefaction calculations, portions of the subject site underlain by saturated slope wash deposits have a potential for dynamic settlement as a result of ground shaking by the design earthquake event. Results of our analysis indicate that the total dynamic settlement may range from negligible in the formational materials up to 1 foot in areas with deeper slope wash deposits. In addition, loose, unsaturated slope wash deposits above the saturated materials could experience an additional 1- to 2-inches of seismic dry settlement. Dynamic settlement was evaluated and estimated from the CPT data utilizing procedures outlined by Robertson and Wride, 1997 and the results of that analysis, with engineering judgement applied, are presented in Table 2, below. Table 2 Dynamic Induced Settlement - CPTs Location Estimated Settlement * . (inches) Location Estimated Settlement * (inches) CPT-1 4.2 CPT-8 4.0 CPT-2 2.1 CPT-9 11.1 CPT-3 1.6 CPT-10 4.7 CPT-4 1.9 CPT-ll 8.5 CPT-5 6.1 CPT-12 0.,8 CPT-6 10.0 CPT-13 8.9 CPT-7 9.8 * Estimated Dynamic Settlement by Robertson and Wride Methodology In addition, the dynamic settlement was evaluated and estimated from the hollow- stem auger boring data utilizing procedures outlined by Tokimatsu & Seed, 1987. Table 3 presents estimated dynamic settlement from the borings and compares it with the adjacent CPT findings. -12- Leighton 1 I I I I 960134-005 Table 3 Dynamic Induced Settlement - Borings and CPTs Lo cation Estimated Settlement (inches) Adjacent CPT Estimated Settlement * (inches) B-i 9.5 CPT-9 11.1 B-2 1.8 CPT-4 1.9 B-3 8.7 CPT-13 8.9 B-4 10.4 CPT-7 9.8 * Estimated Dynamic Settlement by Robertson and Wride Methodology As indicated above, the total dynamic settlement from borings correlates reasonably well with the CPT data. In summary, the subject site may experience up to 1 foot of total liquefaction-induced settlement during the design earthquake event. Based on the estimated total dynamic settlement and the geometry of underlying slope wash deposits, it is estimated that a differential settlement of up to 1.33 inch in a horizontal distance of 50 feet (which corresponds to an angular distortion of 1/450) may result from the design earthquake event. 3.9.3 Lateral Spreading and Flow Failure Lateral spreading can occur when saturated alluvial materials or slope wash deposits overlain by sloping ground liquefy and cause a reduction of lateral resisting force. Lateral spreading is manifested by lateral displacement and slumping of the slope or embankment. Empirical relationships have been derived (Youd et al., 1999) to estimate the magnitude of lateral spread due to the design seismic event. These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. At the subject site, artificial fill overlying liquefaction susceptible slope wash deposits are present underlying eastern perimeter fill slopes. This configuration was analyzed for lateral spreading potential in accordance with the procedures outlined by Youd et al., 1999. Based on the analysis performed, the potential of lateral displacement toward the east for a free face condition and ground slope condition are considered to be low. Post-liquefaction slope stability analysis for flow failure was also performed for Cross-Section F-F'. For post-liquefaction analysis, a liquefied residual shear strength was selected utilizing piocedures outlined by Seed and Harder (Seed and -13 ia'W4 - Leighton I I I I 960134-005 Harder, 1990) with more recent discussions by R.B. Seed (Seed, 1999) and an (N1)60. values ranging from 5 to greater than 30. Utilizing this approach, stability analysis was performed using the strength parameters presented in Table 4. Based on our analysis, proposed building locations are not considered susceptible to flow failure with a factor of safety of 1.1. However, areas located east of the proposed Building F, V-i through V-5 (i.e., parking lots and landscape areas) may experience potential deformation during the design earthquake. The computer program GSTABL 7 with STEDwin was utilized for the analysis (Gregory, 2000). A summary of the analysis is presented in Appendix F. Table 4 Flow Failure Strength Parameters Material . Angle of Internal Cohesion, c - Friction, 4 Fill 30 200 Liquefied Layers 0 500 Slope Wash Non- 20 400 Liquefied Santiago Formation 30 300 -14- Leighton 960134-005 I 4.0 CONCLUSIONS 11 Based on the results of our supplemental geotechnical investigation, it is our opinion that the proposed development, as defined in Section 1.3 (i.e., relatively lightly loaded wood framed one- to I three-story structures), is feasible from a geotechnical standpoint for the subject site, which was rough graded 1998, provided the following conclusions and recommendations are implemented during design and construction. The following is a summary of the significant geotechnical factors that may affect development of the subject site. The undocumented artificial fill soils placed during the construction activities at the site are loose and compressible in their present state. These soils are considered unsuitable for support of structural loads or additional fill soils in their present condition. I . Rough-grading of Green Valley/La Costa Glen was performed in general accordance with the project geotechnical reports. The documented fill soils were generally found to be medium dense, silty and/or clayey sands with very low to low expansion potential. However, the upper 2 I to 3 feet of the exposed documented fill soils were generally weathered, desiccated and potentially compressible in their present state. A maximum moment magnitude earthquake of 7.0 on the Rose Canyon fault could produce an estimated peak horizontal ground acceleration 0.44g at the site. The upper 30 feet of saturated slope wash deposits, which is located approximately 20 to 30 feet bgs, may be susceptible to liquefaction in a major earthquake. The estimated total dynamic settlement at the site may range from negligible in the formational materials to on the order of 1 foot in areas of deeper slope wash deposits. Estimated differential dynamic settlement of up to 1.33 inch within a horizontal distance of 50 feet (which corresponds to an angular distortion of 1/450) should considered in planning and designing the extremely long or continuous multi-unit residential structures (i.e., Buildings D, E, F, G, and H). The area adjacent to the slopes located east of Buildings F and V-i through V-5 (i.e., parking lot and landscape areas) is potentially susceptible to flow failure deformations. Potential ground improvement or mitigation of this condition in selected areas may be appropriate for proposed improvements (i.e., underground utilities); however, structural setbacks are recommended at this time. I 1 4 I -15- Leighton 4. 960134-005 5 0 RECOMMENDATIONS - . - ' ._ * • 4 t 5.1 Earth'work ' I . •. ,. As stated in the Final . As-Graded RepOrt of Rough-Grading (Leighton, 1999), ' • ;recommendations for future earthwork should be provided by theeotechnical consultant based on lot-specific grading and improvement plans. Given our current understanding, we anticipate that future earthwork on the subject site will consist of site preparation, possible minor re-grading, trench and retaining wall excavation and backfill; We recommend that earthFork on site be performed in accofdance with the following recommendations, the City of. Carlsbad grading requirements, and the Geneial Earthwork and Grading Specifications of Rough Grading included in Appendix G. In èasé f conflict, the following: recommendations shall supersede those in Appendix G.-. : 4. - '1 . I 4 ' 44 • ' .. - 5.1.1 ' Site Preparation - Vegetation and debris should be removed and properly' disposed of off site. The undocumented fill soils that , exist on site are lbose, desiccated and potentially compressible in their present state and not capable of supporting the loading of additional fill soils, structures or improvements. In addition, the near-surface compacted fill soils placed during original rough grading are weathered, disturbed or, desiccated. We recommend that the areas of proposed development be reprocesed a minimum of 24 inches bgs (i.e., moisture-conditioned to near-optimum moistue content and compacted to a minimum 90 percent relative compaction .based On ASTM Test Method D1557-96). • . . -• . '• If additional grading (such as fill placement) is planned bejond . the limits of the . :- previous rough grading, the areas to receive structural fill or engineered structures . should be cleared of vegetation dnd subsurface obtructions, and potentially compressible material (such as topsoil, colluvium, alluvium, weathered formátioh ., . - - material, and undocumented , fill soils) should be removed and replaced with . .- compacted fill. Areas to receive fill and/or other surface improvements should-be scarified to a minimum depth 'of 6 inches, brought to near-Optimum rnoiire- . -: .• . condition, and recompacted to at' least 90 percent relative compaction (based on ASTM Test Method D1557-96) 5 1 2 Excavations - Excavations of the on site materials may geii&rally be accomplished with'. conventional heavy-duty earthrork equipment. 94 4, ' I - - •t - - '_ •, - 1. - ' - 4_ - - - _t- 4 - .4 • .' -I - - - ; ( I -- , a • • •_ •.1 , , - - I I p - •. . -. -3. , -. * , 1 -16- Leghton 960134-005 • Due to the relatively dense characteristics of the on site rough graded fill soils (i.e., excluding undocumented fill), temporary excavations, such as utility trenches with vertical sides in the on site soils,v should remain stable for' the penod required td construct the utility provided they are free of adverse geologic conditions However, in accordance with OSHA requirements, excavations between 5 and 15 feet in depth should be shored or laid back to inclinations of 1 1 (horizontal to vertical) if workers are to enter such excavations For excavations deeper than 15 feet, specific recommendations can be made on a case-by-case basis -. - - - •• • • 5.1.3 Fill Placement andComQaction - • The onsite soils are generally'suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 8 inches m maximum dimension All fill soils should be brought to near-optimum moisture conditions and compacted m uniform lifts to at least 90 percent relative compaction base1 on the laboratory maximum dry density (ASTM Test Method D1557-96) The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used In general, fill should be placed in lifts not exceeding 4 to 8 inches in compacted thickness Placement and compaction of fill should be performed m general accordance with the current City of Carlsbad grading ordinances, sound construction practices, and the General Earthwork and Grading Specifications of Rough Grading presented in Appendix G - 5.1.4, Cut/Fill Transition Lots Based on our current understanding of proposed development and observations made during the course of rough grading, it appears that the transitions, excluding the south end of Building D, have been mitigated during the course of rough grading However, should the proposed building locations change or pad grades be altered appreciably from those existing at the issuance of this report, proposed plan changes should be reviewed by this ófficé and additional recommendations may provided At the south end of Building D, the original over excavation bottom elevation was 75 feet. Considering that the-finish floor elevation of Building D is 77 feet we - •- ' recommend that the southern end buildiiig pad be undercut to provide a minimum of 10 feet of compacted fill below the finish grade elevation (i.e. least 8 feet below the deepest footing) This undercut should extend a minimum of 10 feet beyond the building perimeter and all settlement-sensitive appurtenances.,The underlying'-' bedrock inclination, if encountered, should not be greater than of 3:1 (horizontal to, vertical) : _17 - Leighton 960134-005. 5 2 Foundation Design Considerations Building locations and types for the entire project were not finalized as of the date of this report. However, based on our review of the, current site development plans, we anticipate that both commercial and residential type buildings will be contructed onsite. We have assumed that the residential structures will be one- to three-stories in height and utilize slab- on-grade, wood-frame and stucco construction In addition, we assume that light commercial buildings will be one- to two-stories in height and also utilize slab-on-grade, wood-frame'and stucco construction., . 5.2.1 Foundation Design - Light Commercial and Multi-Unit Residential Buildings We recommend that the proposed buildings (one- to three-stoij' buildings, with wood-frame and stucco construction) utilize conventional, continuous footings and isolated-spread footings. Footings bearing in formátionl or properly compacted fill . soils with a very low to low, expansion potential should extend a minimum of 18, 24, or 30 inches below the lwest adjacent soil grade for one-, two-, or three-story structures, respectively. At this depth, footings may be designed using an allowable- soil bearing value of 2,000 pounds per square foot This value may be increased by one-third for loads of short duration including wind or seismic- focs. Footings should have a minimum width of 12, 18 or 24 inches; for one-, two-, or three-story structures, respectively. Continuous perimeter footings should be ¼ reinforced by placing at least two No. 5 rebar near the top and two No. 5 rebar near the bottomof the footing, and in accordance with the structural engineer's requirement. Isolated- spread footings should have a minimum width of 24 inches. . - - . '_. , 5.2.2 Floor Slab Design - Commercial and Residential All slabs should have a minimum thickness of 5 inches and be reinforced at slab midheight with No. 3 rebars at 18 inches on center (each way) or No. 4 rebars at 24' inches center (each. way). Additional' reinforcement and/or 'concrete thickness to accommodate specific loading conditions or anticipated settlement should be evaluated by the structural engineer based on a modulus of subgrade reaction of 100 - kips per cubic foot. We emphasize that is the responsibility of the contractor to.- ensure that the slab reinforcement is placed at midheight of the slab. Slabs should be underlain by a 2-inch layer, of clean sand (S.E. greater than 30) to aid in concrete curing, which is underlain by, a 10-mi! (or heavier) moisture barrier, which is, in ¼ turn, underlain by a 2-inch layer of clean sand to act as a capillary break All penetrations and laps in the moisture barrier should be appropriately sealed 3 ¼ • . • - ¼ - . . • -. - ¼ ' l4 ¼ '-18- ' * LeIghton 960134-005 is The spacing of crack-control joints should be designed by the structural engineer. Sawcuts should be made within 24 hours of concrete placement. Our experience , indicates that use of reinlorcemerit in slabs and foundations will geneally reduce the potential for drying and shrinkage cracking. However, some cracking should' be expected as the concrete cures Minor cracking is considered normal, however, it is often aggravated by a high cement ratio,, high concrete temperature. at the time of ' • .: placement, small nominal aggregate size and rapid moisture loose due to hot, dry, and/or windy weather conditions during placement and curing. Cracking due to I ' temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 inches at the time of placement) can reduce the potential for shrinkage cracking. Moisture barriers can retard, but not eliminate moisture vapor movement from the underlying soils up through the slab. We recommend that the floor covering installer test the moisture vapor flux rate prior to attempting .application of the' flooring. ' • ." Breathable? floor coverings should be considered if the vapor flux rates are high. A slip-sheet should be used if crack sensitive floor coverings are planned. 5.2.3 Alternative Post-Tensioned Foundation System - I ' As an alternative, a post-tensioned foundation system can be used. We recommend that it be designed in accordance with the following design parameters and the criteria of the 2001 edition of the California Building Code (CSBC, 2001). Post-Tensioned Foundation Design Parameters Design Criteria . ' . Expansion Index (IJBC18-2) , EI:less than 50 Edge Moisture Variation, em , Center Lift: 5.5 feet Edge Lift: ' .3.0 feet Differential Swell, Ym ' Center Lift: ' ,1 inches" Edge Lift: 'O.4inches Allowable Bearing Capacity:,, 2,000 psf. Angular Distortion . ' 1/450,:.,: The post-tensioned foundations and slabs should be designed in accordance with structural consideration~s~.Slab~s should be at least 5 inches thick. LEontinuous —fl . . : '.footings—(ribsor1hikened edges) witha mini.mum—width--of--+2--mches and a2 H. i . minimum depth of 18 nchesbe1ow adjacent grade may be for a maximum 4 H' S • ' • , -19- 'Leighton' I 960134-005 allowable bearing pressure of 2,000 'pdhds per quare fóot. The perimter edge ;. should extend at least 18 inches below the lowest adjacent grade. The allowable pressures may be increase by one-third when considermg loads of short duration such as wind or seismic forces j••.• •• Slabs should be underlain by a minimum of 2 inches of clean sand (sand equivalent greater than 30) which is in turn underlain by a 10 mil (or hea'ier) moisture barrier and an additional 2 inches of clean sand. The moisture brrier should be sealed at all penetrations and laps Moisture vapor transmission may be additionally reduced by use of concrete additives Moisture barriers can retard, but not eliminate in * vapor movement from the uiiderlying soils up through the slabs. We recommend 2 that the floor covering installer test the moisturevapor flux-rate prior to attempting applications of the flooring oiil&be consiëdie C vapor flux rates, or uva1ent should be,.utilized above,the conete slabif crack-sensitive floor coverings (such as cerarnic..tiles,.etc) cr -d— M on t!he ~concrete sl ~l ~ced d~irrcfly~ a~ bp~. 5.2.4 .. Settlement . • . - . . The rough grading operations wer6 perfomed to provide a total and differential. settlement of less than 1 inch and V2 inches respeCtively in a horizontal distance of 100 feet across the structure. However, recently estimated differential dynamic . • settlement of up to 1.33 inches within a horizontal distance of 50 feet (which corresponds to an angular distortion of 1/450) should be considered in the design of . . .. . all structures. Specifically, the long slender structures, such as Buildings D, B, F, G, and H, need some method of isolation to tolerate -the potential differential'- settlement. These should be evaluated on a case-by-case basis when final building plans are designed. If mitigation of differential dynamic settlement is needed, additional analysis based on actual structural building loads must be performed to develop building-specific recommendations 53 Footing and Utility Setback We recmmend a minimum horizontal setbaCk distance from the faCe •of slopes fOi all structural footings and settlement-sensitive structures This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) S . • • . S •' • • • p. *fl 4 4 `20- Leighton Slope Height , Reconmiended Setback j <5 feet 5 feet minimum 5-20 feet 7 feet minimum >20 feet H/2, where H is the slope height, not to exceed 20 feet for 2 1 slopes 4 4 We should rote that the soils within the structural setback area possess poor lateral stability, 4 and improvements (such as retainingt walls, sidewalks, fences, pavement, underground utilities, etc) constructed within this setback area may be subject to lateral movement and/or differential settlement I 1 - —. As discussed in Section 3.93, the area adjacent to slopes located east of the proposed '1 . 7 .., Buildings F;and V-i through V-5 is potentially_usceptib1e to a: flow failure deformation ... .. 'durrng a major . seismic vent. 'As such, settlerne it-sensitive structures and idergr d nnprovemëñi(iTii'iities) should be set back"at a distance equal tQthe heightpf the slopeW '1rnI1JlrIJLfl.,- , 5.4 1 Lateral Earth Pressures -. .4 The recommended lateral pressures for granular site soil (expansion mdex less than 50 1 per UBC18-2) and level or sloping backfill are as follows Equivalent Fluid Weight (pcf) Conditions Level 2:1 Slope Active 35 55 At-Rest 55 65,- 150 r Passive 350 (where ground slopes 4 1 down) To design an unrestrained wall, suchas cantilever wall, the active earth pressure maybe used For a restrained retaining wall, such as a basement wall, the at-rest pressure should be used Further, for sliding resistance, the friction coefficient of 0 35 may be used at the concrete and soil interface. Inc combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent Wall footings may be designed in accordance with structural considerations The passive resistance value may be increased by one-third when considering loads of short duration including wind or seismic loads The horizontal distance between foundation elements providing passive resistance should be a .,minimum of three times the depth of the elements to allow full development of these ..- -. I 1 4 p 1. -21- Leighton - I 960134-005 passive pressure. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stern design or• measured at the heel of the footing for overturning and sliding. All retaining structures should be providing with a drainage blanket or drains and appropriately waterproofed Surcharge loading effects from adjacent structures should be evaluated by the geotechnical and structural engineers.- 4 4 44 '5.5 Retaining Wall Design Considerations - Embedded structural walls should be designed for lateral earth pressures exerted on theth: The'magnitude of these pressures depen4s on the amount 'Of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, tan be designed for "active" presse. If-the wall cannot yield under:the applied load, the shear strength of the soil cannot be mobilized 'and the earth pressure will be higher. Such walls should be designed for "at rest" conditions If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance .4, 'S. ' • ',• * -. , 4 •,+' For design purposes, the recommended equivalent fluid piessure for each case for walls founded above the static ground water and backfilled with soils of very low to loW' ,. expansion potential is provided in Section 5.4. The equivalent fluid pressure values assume' ' .- free-draining conditions. If conditions other than those assumed above are anticipated; the equivalent fluid pressure values should be provided on an individual-case basis by the geotechmcal engmeer. All retaining wall structures should be provided with appropriate drainage The outlet pipe should be sloped to dram to a suitable outlet (WPI1'ackcut excavatiiilffi nidiear greaterthn 5 feet in height,jes ithn ,l 5 feet)n ,heigIit,ithe+bakcutashoul4Abeflatt6á in excess ofl specific recommendations should be requested from the géotechnical consultant. The granular and native l;ackfill soils should be compacted to at '1 'least 90 percent relative compaction '(based on ASTM Test Method 'D1557-96). jhe granular fill should extend horizontally to a minimum distance equal to 'one-half the wall' height behind the walls. The walls should be constructed and backfilled as soon as possible * , after backcut excavation. Prolonged1 exposure of backcut slopes may result in some localized slope instability. '4 Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 18 inches' below.lowest adjacênt grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed 4 - - -22- + Leighton '4 .. * - C . -' ' . - 960134-005- 4 .5 .6 Preliminary Pavement Design + 4' Final pavement designs will be calculated utilizing R-value tests taken on the street subgrade soils upon completion of the street improvements operations For city streets, this calculation is typically done by the City of Carlsbad. Prior to placement of structural pavement sections, the upper 12 inches of subgrade soils should be scarified, moisture 4 conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test, Method D1557-96. If fill is required to reach subgrade design grade, fill: placement should be performed in, accordance with the recommendations presented in Section 5.1.3. The aggregate base material should confoim to and be placed in accordance with, current Caltrans specifications and compacted to ,a minimum of 95 percent relative compaction - We recommend that the curbs, gutter, and sidewalks be designed by the civil engmeer or , structural enineer. We suggest control joints at appropriate intervals, as determined by the civil or structural engineer be considered We also suggest a minimum thickness of 4 inches for sidewalk slabs 4 4-. - In pavement, areas adjacent to heavily watered landscape areas, we recommeiid some measures of moisture control to be taken to prevent the subgrade soils from becoming saturated. It is recommended that the éonrete curbing sepaiatin the landscaping area from the pavement extend below the aggregate base to help seal the ends of the sections where, heavy landscape watering may have access to the aggregate base. C6ncreteswales should be designed in roadway or parking areas subject to concentrated surface runoff. 5.7 Surface Drainage and Lot Maintenance - •c. Surface drainage should be controlled at all times Positive surface dramage (such as drainage swales or area drains) should be provided to direct surface water away from the ,top-of-slopes' and all structures toward the street or other suitable collective drainage' facilities. Surface water should not be allowed to pohd adjacent to footings. We recomui'iend that all structures be fitted with eave gutters with downspouts connected into a collective drainage system ,5.'8 Graded Slopes It is recommended that all graded slopes within the development be planted with droUght- tolerant ground cover vegetation as soon as practical to protect against erosion by reducing .. runoff velocity. Deep-rooted vegetation should also be established to protect against surficial slumping. Oversteepening of existing slopes should be avoided during fine grading 4 and construction unless supported by appropriately designed retaining structures 4 -- •. _-4 • I - . - *..,. - - - Leighton t - - ' 960134-005- - .• 6.0 CONSTRUCTION, OBSERVATION AND PLAN REVIEW A The recommendations provided in this report are, based on preliminary design information and subsurface conditions disclosed by widely spaced borings àndCPT -sounding. ,The interpolated subsurface conditions should be checked in the field during construction. Construction observation of all ônsite geotechnically related activities should be performed by a (Leighton) representative of the geotechnical - engine to provide measurable quality control tests and observation that can provide the basis for demonstrating implementation of the geotechnical recommendations. L - • -. •- •, •'-• - Final 'project grading and foundation plans should be geotechmcally reviewed by Leighton and Associates, Inc: before grading to see that the recommendations piovided in this report afe incorporated in project plans. ' H q ( 4 - -. • •,- . Leighton * • . •• • ,j• • - • I I APPROXIMATE LIMITS LIMITS Ij - B APPROXIMATE LIMITS OF PROPOSED P <APPROXIMATE LIMITS B C OF PROPOSED BUILDING C-2 z OF PROPOSED APPROXIMATE LIMITS h1. BUILDING Of F= BUILING C-4 OF PROPOSED w z - - z U)--- BUILDING IkIP I J) 0 w a p APPROXIMATE LIMITS I APPROXIMATE UMITS OF PROPOSED L' OF PROPOSED APPROXIMATE LIMITS U) BUILDING E BUILDING V-9 OF PROPOSED APPROXIMATE LIMITS APPROXIMATE LIMITS I BUILDING V-a OF PROPOSED OF PROPOSED 1O----- - -160 160----- --- - - - ---r - - ---"16O BUILDING H BUILDING F EXISTING 00 0 TOPOGRAPHY a- PROPOSED EXIST114G PROPOSED GRADE w Exil~, Tl~(G TOPOGRAPH4 GRADE 160— _T_ ED TOPOG [ _4~ ±I _ 80- J SW l 4------- -80 f AD DE EXISTING I I - I Qsw I I TD'=64.1 8t ? osw Q _ Ropoi __ _ Tsa ? ::::7 80- I ---, I I I I'I -0 u 4~~ 9 9 I I I I 1sci 1s:: I t I iIs I Tso 00 I ---------I -80- ----h ------------------------- ----- --80 -80 ----------------t -- t -- ------___ -5Ø I I I I I I I I I Tsai I I I I I I I I sa I I I I I I Isa -80- - - — --- ---------- ------t ---- ------------- —h-- I I I I I I I I I I I I I I -160- I_I_I --160 -160-- -_ I_I_I_I_I -iso iE'Sa I I I I SECTION B—B SECTION C— C' -160- N _670 EN N 720 E SECTION D—D' N __790 EN E E F F APPROXIMATE LIMITS APPROXIMATE LIMITS APPROXIMATE LIMITS OF PROPOSED OF PROPOSED OF PROPOSED APPROXIMATE LIMITS APPROXIMATE LIMITSZ < 1601 __r_BUILDING_H—jj___—i--BUILDING BUILDING V-2 --------------, rf160 OF PROPOSED OF PROPOSED I_I (nO I I - i _ no ----------------------------------------------------------------------------------------------------------------------------------------------------- - I I I I I 160 - - - - _BULDlNGrV6_ - - -j - BUILDING - --- 160 EXISTING I p EXISTING PROPOSE() j I I P LEGEND to TOPOGRAPHN co XISTING APHY GI ZADE OPOGRALY _ _ 80 JrRJ GRADE EXISTIN -PI SED _ 80 (SEEPLA1) Qsw Qsw 0 ------ ---- r QSW ho I I Qsw I I sw I 0 - IL)=.7U 9OI I I I'—T F isa Tfl - -7A 7' - 9 I I -- I I T- I I I 1- I I I I I I _____Tsa ____________I _'Tsa - I Tsa I Ta - - -80- '--80 I I f2 -1 I -80- I_I --80 SECTION E—E' SECTION F—F' N61°EN 37. N57°EN co I zti APPROXIMATE LIMITS APPROXIMATE LIMITS APPROXIMATE LIMITS APPROXIMATE LIMITS OFPROPOSED APPROXIMATE LIMITS APPROXIMATE LIMITS :jj APPROXIMATE LIMITS APPROXIMATE LIMITS OF PROPOSED OF PROPOSED OF PROPOSED BUILDING C-b OF PROPOSED OF PROPOSED 0 OF PROPOSED OF PROPOSED A PROXIMATE LIMIT BUILDING C-5 BUILDING C-6 BUILDING C-7 BUILDING F RECREATION BUILDING BUILDING V-3 BUILDING V-4 Q A bO [ - - 7 A' I 5 0 04 ) H i CL - LI L ° I 160 T I r I I r I r I r I I 1 1 I r 160 I I I I I I I I I I I I I I I I I I I I I I II I -PR POSED EXISTING -PROPOSED PR o OSED JY GRADE TOPOGR PHY _____________________________________ [ GRADE rTOPOGRAP j FTOPOGRAPHY i ______________rGRA pEX11NCJ 80 Xf Af I I I I I I Qsw H ___ __ Qsw H H H Qw H H H H I I I I I I I ____ ____ I I I _L __I I I I I -----I _i I ----------------- I I I I I IQsw —F F0 - ---- -- 10 I - - I ---I I I I ----I TD=-----------—----I -- - - --I sa I I I I I I -4 I I ITD75l3I I I I I I I I I I I I I I I I I I I I I f! I I I'sa' I I I I I I I fisa I I I I I I I I I I I I I I I I I I I I I I I I c!iI I I - - - - - - --------- ---i----Ta - -- - -- -----t----------------h---- ----------- ---- ----——I-----h--- -80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -160 I I I I I I I I I I I I I I I I I I I I I I I I I I I -----160 PLATE NO. 2 SECTION A—A' N15°_IA! GEOLOGICAL CROSS—SECTIONS vv_N LA COSTA GLEN PROPERTY CARLSBAD, CALIFORNIA Proj 960134-005 Scale 1°=80' Engineer/Geologist_WDO/RKW Date: 11/03 Leighton andAssociates LA COSTA GLEN PROPERTY CARLSBAD, CALIFORNIA Proj 960134-005 Scale: 1"=80' fr Engineer/Geologist: wDo/RKw I Date: 11/03 - - Leighton andAssociates 960134-005 7.0 LIMITATIONS . -- _: -• - - i • _.4 .. The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete The nature of many sites is such that differing geotechmcal or-geological conditions can occur within small ditances and under varyinglimatic conditions. Changes in subsurface conditions can and dôoccur over time. Therefore, the findings',conclusion, and recommendatiohs presented in this report can be relied upon only if Leighton and Associates, Inc. has the opportunity to observe the geotéchnical aspects during construction of the project, in - 6rder, to confirm' that our preliminary findings are representative for the site, or provide reused recommendations - . • : . • - " ,• i • c- - '4 • .- S I - S • S. - T_ Ilk S. 'S.. •,45 - . ,- 3 c : - . - . i.- -: :..' •- h:-. : - - -26- * Leighton - -- .A. • . -' . . - 960134-005 APPENDIX A REFERENCES Albee, A.L., and Smith, J.L., 1966, Earthquake Characteristics and Fault Activity in Southern California, in Lung, R., and Proctor, R., ed., Engineering Geology in Southern California, Association of Engineering Geologists, Special Publication, dated October 1966. Blake, 2000, EQFAULT, Version 3.00b. California Building Standards Commission (CBSC), 2001, California Building Code, Volumes 1 and 2. CDMG, 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report, 96-08. Civiltech Software, 2001, LiquefyPro-Liquefaction and Settlement Analysis Software Manual, March, 2001. Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces,. Northern San Diego County, in Abbott, P.L., Editor, 1983, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists Fieldtrip Guide, pp. 87-91. Eisenberg, L.I., and Abbott, P.L., 1985, Eocene Lithofacies and Geologic History, Northern San Diego County, in Abbott, P.O. Editor, 1983, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists Fieldtrip Guide, pp. 19-35. Ferrito, J.M., 1997, Seismic Design Criteria for Soil Liquefaction, Technical Report TR-2077-SHR, dated June 1997. Greensfelder, R.W., 1974, Maximum Credible Rock Accelerations from Earthquakes in California, California Division of Mines and Geology, Map Sheet 23. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Aiquist-Priolo Earthquake Fault Zoning with Index to Special Study Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. ICG, Inc., 1989, Supplemental Geotechnical Investigation Green Valley Property, Carlsbad, California, Job No. 04-7350-002-01-00, dated October 19, 1989. A-i 960134-005 APPENDIX A (Continued) International Conference of Building Officials, 1997, Uniform Building Code. Ishihara, K., 1985, "Stability of Natural Deposits During Earthquakes", Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, A.A. Belkema Publishers, Rotterdam, Netherlands. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, with Locations and Ages of Recent Volcanic Eruptions: California. Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000. Joy, J.W., 1968, Tsunamis and Their Occurrence Along the San Diego County Coast Prepared for the Unified San Diego County Civil Defense and Disaster Organization: Westinghouse Ocean Research Laboratory. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California Section A-Western San Diego Metropolitan Area: California Division of Mines and Geology Bulletin 200, 38p. Kennedy, M.P. and Tan S. S., 1996, Geologic Maps of the Northwestern Part of San Diego County, California; Plate 2 - Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California: California Division of Mines and Geology, DMG Open-File Report 96-02. Lambe, T.W., and Whitman, R.V., 1969, Soil Mechanics, New York; John Wiley and Sons, 553p. Leighton and Associates, Inc., 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November, 1992. 1996, Supplemental Geotechnical Investigation, Green Valley, C.T. 92-08, Carlsbad, California, Project No. 4960134-001, dated July 11, 1996. 1998a, Recommendations for Stability Fill, Green Valley (Carlsbad Tract No. 92-08), Carlsbad, California, Project No. 4960134-002,. dated August 11, 1998. , 1998b, Revised Recommendations for Stability Fill Slopes Western Portion of Lot 9, Green Valley (C.T. 92-08), Carlsbad, California, Project No. 4960134-002, dated August 21, 1998. 1998c, Additional Recommendations for Stability Fill Key, West of Proposed Crib Wall, Lot 5, Green Valley, (C.T. 92-08), Carlsbad, California, Project No. 4960134- 002, dated September 23, 1998. A-2 960134-005 APPENDIX A (Continued) 1998d, Removal of Abutment Surcharge, Proposed La Costa Glen Drive and Calle Barcelona, (Carlsbad Tract No. 92-08), Carlsbad, California, Project No. 4960134-002, dated October 28, 1998. 1999, Final As-Graded Report of Rough Grading, Green Valley, CT 92-08, (Proposed La Costa Glen), Carlsbad, California, Project No. 4960134-002, dated January 28, 1999 Martin, G.R., and Lew, M., 1999, Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, Southern California Earthquake Center (SCEC). Multidisciplinary Center for Earthquake Engineering Research (MCEER) 1999, Proceedings of the Seventh U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Counter Measures Against Soil Liquefaction, Technical Report MCEER 99-0019, dated November 19, 1999. NCEER, 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Technical Report, NCEER-97-0022, edited Youd, T.L., and Idriss, I.M., December 31, 1997. O'day Consultants, 2003, Preliminary Site Plan for the Northern Portion of La Costa Glen, Scale 1"40', furnished May 29, 2003 Pradel, Daniel, 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sands, UGGE, April, 1998. Schnabel, B., and Seed, J.B., 1973, Accelerations in Rock for Earthquakes in the Western United States, Bulletin of the Seismological Society of America, V. 63, No. 2, p. 501-516. Seed, H.B., Idriss, I. M., and Kiefer, F. W., 1969, Characteristics of Rock Motions During Earthquakes: Journal of Soil Mechanics and Foundations, ASCE, vol. 95, No. SMS, Paper 6783, pp. 1199-1218. Seed, H.B., 1979, Soil Liquefaction and Cyclic Mobility Evaluation for Level Ground During Earthquakes, ASCE, GT2, p. 201, dated February 1979. Seed, H.B., Idriss, I.M., and Arango, I., 1983, Evaluation of Liquefaction Potential Using Field Performance Data, ASCE JGE, Vol. 109, No. 3, p. 458, dated March 1983. Seed, E-I.B., and Idriss, I.M., 1983, Ground Motions and Soil Liquefaction During Earthquakes, Monograph Series, Earthquake Engineering Research Institute, Berkeley, California. A-3 960134-005 APPENDIX A (Continued) Seed, H.B., and Harder, L.F., 1990, SPT-Based Analysis of Pore Pressure Generation and Undrained Residual Strength, H. Bolton Seed Memorial Symposium, 1990. Seed, R.B., 1999, Engineering Evaluation of Post-Liquefaction Residual Strengths, Proceedings; TRB Workshop on New Approaches to Liquefaction Analysis, January 10, 1999. Tokirnatsu, K., and Seed, H.B., 1987, Evaluation of. Settlements in Sands Due to Earthquake Shaking, ASCE Journal of Geotechnical Engineering, Vol. 113, No. 8, dated August 1987. Tokimatsu and Seed, H. B., 1984, Simplified Procedures for the Evaluation of Settlements in Clean Sands: Earthquake Engineering Research Center, Report No. UCB/EERC - 84/16, October 1984. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45p. Youd, T.L., and Gilstrap, S.D., 1999, "Liquefaction and Deformation of Silty and Fine-Grained Soils," Earthquake Geotechnical Engineering, 2d 3d, Balekema, Rotterdam, pp. 1013-1020. AERIAL PHOTOGRAPHS AGENCY DATE FLIGHT NO. PHOTO NOS. USDA 1953 AXN8M 74, 75 and 76 A-4 I] * 1' ) GEOTECHNICAL BORING LOG KEY IDate Sheet 1 of 1 * I Project KEY TO BORING LOG GRAPHICS ' - Project No. - Drilling Co. ' . -. . Type of Rig ,I Hole Diameter. . Drive Weight . . Drop Elevation Top of Hole Location DESCRIPTION . 0) 0 0 U_ a .2 - . .. .. Logged By co Sampled By . . I— Asphaltic concrete Portland cement concrete . - - — CL Inorganic clay of low to medium plasticity; gravelly clay; sandy cla'; _silty clay: lean clay .. FT Inorganic clay of high plasticity; fat clay - TV7 7 OL Organic clay, silt or silty clay-clayey silt mixtures 5— Mt Inorganic silt; clayey silt with low plasticity ' MR MW Inorganic silt diatomaceous fine sandy or silty soils elastic silt ML-CL Clayey silt to silty clay I W Well graded gravel gravel sand mixture little or no fines Poorly graded gravel; gravel-sand mixture, little or no fines 10— . ' GM Silty gravel; gravel-sand-silt mixture • GC Clayey gravel; gravel-sand-clay mixture SW Well-graded sand; gravelly sand, little or no fines - . Poorly graded sand; gravelly sand, little or no fines __SM Silty sand; poorly graded sand-silt mixture 15— SC Clayey sand; poorly graded sand; clay mixture Bedrock .. • , Ground water encountered at time of drilling 20— •• - - i • p 1 - t I . . . 25—. . I • • . .- - -. 30-- SAMPLE TYPES: S SPLIT SPOON . G GRAB - SAMPLE - TYPE OF TESTS: . . DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE , CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE • CR CORROSION RV R-VALUE ' LEIGHTON AND ASSOCIATES, INC -- • - • - . • - • GEOTECHNICAL BORING LOG B-I Date 10-14-03 Sheet 1 of 3 Project La Costa Glen Project No. 960134-005 Drilling Co. - Tr-County Drilling Type of Rig CME-95 Hole Diameter 8 in. Drive Weight 140 lbs. Drop Elevation Top of Hole 69 Location Southeast Side w >U. w " .) O N S . . w . o OU - C1 CL . . .c_$ 0. DESCRIPTION . Logged By KRD Sampled By KRD 0 I- 0— ARTIFICIAL FILL (Afl 65 - - - .... . .•.. ... -. : 1 41 SM @0: Silty SAND with trace of clay: Medium to dark brown, dry, loose @5': Moist, dense 60 50 - 45 40 - 10— • -20— . 25— ::: .•. : . .. ..• . .. :••.: .•. 2 3 4 5 27 24 5 19 30-— SM QUATERNARY 10': Medium dense 15': Medium dense SLOPE WALH '2-v @ 16': Silty SAND with trace of clay: Light brown, moist, very loose @ 16.5': SAND becomes medium grained . 20: Ground water encountered @25': Medium dense SAMPLE TYPES: TYPE OF TESTS: . S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE - CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE CR CORROSION RV R-VALUE I I * I GEOTECHNICAL BORING LOG B-I 10-14-03 Sheet 2 of 3 I J Date Project La Costa Glen Project No. 960134-005 Drilling Co. Tr-County Drilling Type of Rig CME-95 Diameter 8 in. Drive Weight 140 lbs. Drop 30" IHole Elevation Top of Hole 69 Location Southeast Side DESCRIPTION w a .0 ) - 0 (w U- -w C11J- . 0. E . O . 0 , Logged By KRD 0. S Sampled By KRD 30— @30': Silty SAND with trace of clay: Light brown, very wet, very - ..• 6 6 SM loose 35- 35- 7 5 30 - 40—@40': Loose 8 9 25 - 45— @45': Clayey SAND: Light brown, very wet, loose to medium dense 9 11 SC 50— @ 50 Medium brown, very wet loose 10 7 101 60 SAMPLE TYPES: TYPE OF TESTS: Am S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SI-I SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE CR CORROSION RV R-VALUE LIIIiH WN AND ASSOCIATES, INC. t -.4., GEOTECHNICAL BORING LOG B-I . '4 . Date '10-14-03 Sheet •. 3 of 3 Project La Costa Glen I Project No. 960134-005 Drilling Co. Tn-County Drilling Type of Rig - CME-95' Hole Diameter 8 in. Drive Weight : . 140 lbs. . . . Drop 30", Elevation Top of Hole 69' Location . Southeast Side g DESCRIPTION . o , $ . ,. . 10 ( u_ a) Q. . 4 . '.L —4.. 4.1Cfl Q. _(1) . LU c. '< M (L ' Logged By KRD. - - Sampled By . . KRD . Silty SAND with trace of clay: Medium brown, very wet, loose CL CLAY with sand, medium brown, soft 65 I .. Total Depth =65 Feet . . - . Ground water encountered at 20 feet below ground surface Hole backfilled with bentonite grout on 10/14/03 0 . -... . . * 70— kt a 75—, 7- -10- 80- 85- -201 90- S SAMPLE TYPES: . - . TYPE OFTESTS: S SPLIT SPOON - .G GRAB SAMPLE . DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE . . SH SHELBY TUBE , MD MAXIMUM DENSITY cu TRIAXIAL SHEAR B BULK SAMPLE ' CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE . . - CR CORROSION . RV R-VALUE LIIiHTON AND ASSOCIATES, INC. . . . GEOTECHNICAL BORING LOG B-2 Date 10-14-03 Sheet 1 Project La Costa Glen Project No. Drilling Co. Tr-County Drilling 0 Type of Rig Hole Diameter 8 in. Drive Weight 140 lbs. Elevation Top of Hole 77' Location West Side of 3 960134-005 CME-95 Drop - DESCRIPTION 0w 0. W O .- . .j ci >u.. W11 , ._ oU -' u o C) _V) CD 0.S Logged By KRD N S C/) Sampled By KRD SC ARTIFICIAL FILL (Afl @0': SAND with clay: Medium to dark brown, moist, loose to 75 70- 65 60 55 50 10- - 15 - 20— - 25- - 1 2 3 4 5 28 26 12 19 22 SC SW SP @ 10': Clayey SAND: Medium gray, moist, medium dense 30— medium dense @5': Medium dense QUATERNARY SLOPE WASH (Osw) 12': SAND with clay: Light brown, moist, loose @ 16: SAND becomes coarser with less fines @20': Medium dense; medium grained with mica @26': Becomes more gravelly . .. SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE GEOTECHNICAL BORING LOG B-2 Sheet 2 of La Costa Glen Project No. - Tn-County Drilling Type of Rig - Drive Weight 140 lbs. Location West Side Date 10-14-03 Project Drilling Co. Hole Diameter 8 in Elevation Top of Hole 77' 3 960134-005 CME-95 - Drop DESCRIPTION (I) a) —I— a) E E o O o om Logged By KRD U) Q U) _ N S Sampled By KRD 30 . . @30': Poorly graded SAND: Light brown, very moist, medium dense 6 30 SP 45 - 35 @35': Ground water encountered - ... .... .. 7 17 40- 40— @40': Very wet - 8 25 SANTIAGO FORMATION (Tsa) 35 - Sc @42': Clayey SANDSTONE: Mottled light gray and orange with dark - - gray oxidized areas, grades into very fined grained, wet, dense 45— @45 Light bluish gray 9 36 30 / 50— @50': Silty clayey SANDSTONE: Bedded orange.sand and bluish - . •1•. 10 31 SM gray, wet, dense; highly fractured and infihled with yellow and : orange mineral 25- 55': CLAYSTONE: Bluish gray, wet, hard 55— 11 52 CL 20- SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LEIiHTON AND ASSOCIATES, INC. LEIGHTON AND ASSOCIATES, INC. •.'- - T • ::- ,: I Date •... 10-14-03 / Project Drilling Co. .. ,J Hole Diameter 8 in. Elevation Top of Hole ; ' ' . DESCRIPTION' .. • w o .5(5 . . . .. . ø) W .• 13 CL .!. 0. , .,.. t . . Logged By . KRD . CL '_KRD Sampled By _._I- 60— 12 60': Clayey SANDSTONE:Moftled light brown and gray we very dense 15 .• . Total Depth = 61.5 feet , - . Ground water encountered at 35 feet below ground surfa Backfihled with bentonite grout on'10/14/03 •, - 65- 10- 70- 5- 75- 0- 80- 85"' 4 $ - ., . ••• --1 . -'.4 . -10 - -' .. .4 . . : •- . . - . - . , .4. , . . ,,_. - -' • .4.! . 90-- SAMPLE TYPES TYPE OF TESTS S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR ' SA' SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE ' MD MAXIMUM DENSITY CU TRIAXIAL SHEAR ' B BULK SAMPLE . ' - CN CONSOLIDATION El EXPANSION INDEX . 1 1 TUBE SAMPLE ' . CR CORROSION RV R-VALUE .4 .4' , • •.r -, -'.4 4-, - . •.i - -.4 . . I. GEOTECHNICAL BORING LOG B-2 -Sheet .3 of '3 I La Costa Glen Project No. -__960134-005 Tn-County Drilling .- _•'.•' - Type of Rig CME-95 Drive Weight , . ' - 140 lbs. - Drop 30" Location -_West Side _____- - - - GEOTECHNICAL BORING LOG B-3 Date 10-15-03 Sheet 1 Project La Costa Glen Project No. Drilling Co. Tr-County Drilling Type of Rig Hole Diameter 8 in. Drive Weight 140 lbs. Elevation Top of Hole 71 Location Northwest Corner of 3 960134-005 CME-95 Drop g . DESCRIPTION G . D w - o . 0 . . O • 0 0 U. i Logged By KRD co N Sampled By KRD I— Or 7fl - SM ARTIFICIAL FILL (Afi @0: SAND with trace of clay: Light brown, very dry to damp, loose to medium dense @5': Medium brown, damp, medium dense 65 - . .. : 1 22 10— . 60 :•. 2 31 15— 15': Clayey SAND: Dark brown, damp, medium dense 3 18 Sc 20_/ @20: Silty SAND with trace of clay: Light brown, damp, medium 50 - .. . 4 20 SM dense OUATERNARY SLOPE WASH (Osw) 25— @25': Poorly graded SAND: Light brown, damp, loose; friable, 45 - :: .• 5 10 SP flowing 30—•• SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVEANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE CR CORROSION RV R-VALUE LIUH I UN AND ASSOCIATES, INC. Date 10-15-03 Project Drilling Co. Hole Diameter 8 in. Elevation Top of Hole 71' GEOTECHNICAL BORING LOG B-3 Sheet 2 La Costa Glen Project No. Tr-County Drilling Type of Rig Drive Weight 140 lbs. Location Northwest Corner of 3 960134-005 CME-95 Drop DESCRIPTION aj 0 ) U- IM CL UQj 0. i Logged By KRD CL IN S Sampled By KRD I- 30— . @30': Poorly graded SAND: Light brown, damp, loose; friable, 40 . :: : 6 15 SP flowing 35— @35': Clayey SAND: Dark brown, wet, very loose 35 V V 7 4 SC - @37': Ground water encountered 30 8 6 V V @42: Becomes very clayey SP @43': Poorly graded SAND: Medium brown, very wet, very loose; flowing; friable V V 45— V 25 9 4 50—. 20 - . i• 10 8 15 - I 3 - SC @56.5: Clayey SAND: Medium brown; very loose 60iI SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON 6 GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LRit1 I UN AND ASU(IAThS, INC. GEOTECHNICAL BORING LOG B-3 Date 10-15-03 Sheet 3 Project La Costa Glen Project No. Drilling Co. Tr-County Drilling Type of Rig Hole Diameter 8 in. Drive Weight 140 lbs. Elevation Top of Hole 71 Location Northwest Corner of 3 960134-005 CME-95 Drop 21 DESCRIPTION M W CL> 0-01 MO 00 .00 . . i Logged By KRD CL N S ___ Sampled By KRD I— 60-7- @ 60': Interbedded poorly graded SAND and clayey SAND: Light 10 - ______ 12 11 SP brown, very wet, medium dense; beds approximately 2" thick Sc 62': Poorly graded SAND: Light brown, very wet, loose 65— . @65': Mollusca Bivalva shell approximately I" across in sample 5 . 13 2 70— @70': clayey SAND: Light brown, very wet, medium dense o ' -7 14 16 sc 75— . 15 24 Total Depth = 76.5 Feet Ground water encountered at 37 feet at time of drilling Backfilled with bentonite grout on 10/15/2003 80- -10- 85- -15- 90-- SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON 6 GRAB SAMPLE OS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LtIUM I UN PtNU AbbUUIA I Izb5 INC. GEOTECHNICAL BORING LOG B-4 Date 10-15-03 Sheet 1 Project La Costa Glen Project No. Drilling Co. Tr-County Drilling Type of Rig Hole Diameter 8 in. Drive Weight 140 lbs. Elevation Top of Hole 67 Location East Side of 3 960134-005 CME-95 Drop 30" g DESCRIPTION . 0.0 u,0 CL , Q' Logged By KRD 0. Sampled By KRD 0— S SC ARTIFICIAL FILL @ 0:: Clayey SAND: Dark brown, very thy, loose @ I Becomes damp and dense 65 01.. 5': Clayey SA: Mottled dark brown and black; damp, medium 1 44 dense 60 - ------------------------------ QUATERNARY SLOPE WASH (Osw) 10— :/.. @ 10': Clayey SA: Medium to dark brown, damp, loose 2 12 Sc 15—.. 11 50 20— @20': Medium brown 4 10 25 Groundwater encountered 5 6 25': Very loose SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LIKiM I UN AND ASSOCIATES, INC. Date 10-15-03 Project Drilling Co. Hole Diameter 8 in Elevation Top of Hole - GEOTECHNICAL BORING LOG B-4 Sheet 2 La Costa Glen Project No. Tr-County Drilling Type of Rig Drive Weight 140 lbs. 67 Location East Side of 3 960134-005 CME-95 Drop - DESCRIPTION j0. , .O . 0) oIJ_ C . >LI aLL. E_I -- . . o 0 . _U) o o 5 Logged By KRD U) o () U) N_S Sampled By KRD I— 30— 30': Clayey SAND: Medium brown, damp, very loose 65 SC 7 7 • 8 10 @40': Interbedded poorly graded SAND and clayey SAND: Light - SF brown, loose; very wet, beds are approximately 4" thick 25 sc SP • . . 9 9 @45': Interbedded poorly graded SAND and clayey SAND: Light brown loose - . SC very wet, beds are approximately 4" thick 20 - sr SC _ 50— •• . 10 5 SP @50': Interbedded poorly graded SAND and clayey SAND: Light brown loose beds - very wet are approximately 4" thick 15 SC SP . _ 10 ii s SC 55': Interbedded poorly graded SAND and clayey SAND: Light brown, loose; beds very wet, are approximately 4": thick 10- SP I601/0. _______________ SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SN SHELBY TUBE MD MAXIMUM DENSITY CU TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LtIUh I UN ANL) ASUUIATES, INC. GEOTECHNICAL BORING LOG B-4 Date 10-15-03 Project La Costa Glen Drilling Co. Tr-County Drilling Hole Diameter 8 in. Drive Weight 140 lbs. Elevation Top of Hole 67 Location Sheet 3 of Project No. - Type of Rig East Side 3 960134-005 CME-95 Drop g . . . DESCRIPTION . . . CD Logged By KRD 0. N S1 Sampled By KRD I- 60— @60': Silty SAND with trace of clay: Light brown; very wet, loose • 12 5 SM 5 65— . - :••.: 13 8 0 70— 70: Clayey SAND: Grades from light brown to dark brown, very - 14. 10 SC wet, loose 75— . 15 23 SC TERTIARY SANTIAGO FORMkffOr) - = @75': Clayey SAND: Mottled orange and light brown, very wet, medium dense -10 - Total Depth = 76.5 Feet - Ground water encountered at 25 feet at time of drilling Backfilled with bentonite grout on 10/15/03 80- -15- 85- -20- SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS ,. R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY Cu TRIAXIAL SHEAR B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE CR CORROSION RV R-VALUE LtILM I UN MI'IU AbbUUIA I Lb, INC. I I TestAmerica Drilling Corp Operator: B. BUCKNAM CPT Date/Time: 09-30-03 11:24 I . Sounding: CPT223 Location: CPT-01 Cone Used: 510 Job Number: 0 I Tip Resistance . Local Friction Friction Ratio Pore Pressure Soil Behavior Type* - Qc (Ton/ft"2) . Fs (Tonlft"2) Fs/Qc (%) Pw (psi) Zone: UBC-1 983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 : .\. ____ ,1.• L _ : H 1J .., .. Maximum Depth = 70.21 feet - Depth Increment = 0.16 feet . 1 sensitive tine grained 13 4 silty clay to clay D 7 silty sand to sandy silt . 10 gravelly sand to sand i 2 organic material 5 clayey silt to silty clay 3- 8 sand to silty sand 1M.1 1 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt . 9 sand IM 12 sand to clayey sand I TestAmerica Drilling corp. Operator: B. BUCKNAM CPT Date/Time: 09-30-03 10:26 I - Sounding: CPT222 . . Location: CPT-02 - . Cone Used: 510 . Job Number: 0 Tip Resistance . Local Friction Friction Ratio' Pore Pressure Soil Behavior Type Qc (Ton!Th'2) Fs (TonJft'2) FsJQc (%) Pw (psi) Zone: UBC-1983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 . 12.0 0.00 10.00 20.00 30.00 th 40.00 50.00 60.00 70.00 1 8000 I . . Maximum Depth = 63.32 feet Depth Increment= 0.16 feet - 1 sensitive fine grained 134 silty clay to clay 7 silty sand to sandy silt ." 10 gravelly sand to sand 2 organic material . 1 5 clayèy silt to silty clay 8 sand to silty sand : 11 very stiff fine grained (1 3 clay M 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) 1. .. --- ------ .. ...... ...... Maximum Depth = 61.68 feet Depth Increment = 0.16 feet 1 sensitive fine grained 04 silly clay to clay 0 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 0 5 clayey silt to silty clay 8 sand to silty sand E9 11 very stiff fine grained () 03 clay IN 6 sandy silt to clayey silt 9 sand 13 12 sand to clayey sand () I lestAmerica Drilling corp. Operator: B. BIJCKNAM CPT DatelTime: 09-30-03 08:27 I Sounding: CPT220 Location: CPT-04 Cone Used: 510 Job Number: 0 Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type* Qc (TonIftA2) Fs (TonlftA2) FsIQc (%) Pw (psi) Zone: UBC-1 983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 0.00 10.00 20.00 I 30.00 I th 40.00 50.00 60.00 I 70.00 I 1 80.00 I I I - TestAmerica Drilling corp Operator: B. BUCKNAM CPT Date/Time: 09-30-03 09:44 I Sounding: CPT221 Location: CPT-03 Cone Used: 510 Job Number: 0 Tip Resistance - Local Friction Friction Ratio Pore Pressure Soil Behavior Type Qc (ron/ft*2) Fs (roniftA 2) Fs/Qc (%) Pw (psi) . Zone: UBC-1 983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0: ,. Maximum Depth = 64.80 feet . Depth Increment 0.16 feet 1 sensitive fine grained . 4 silty clay to clay 07 silty sand to sandy silt '10 gravelly sand to sand M2 organic material 0 5 clayey silt to silty clay 8 : sand to silty sand Ell very stiff fine grained 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand () y~m ow or i uu Ufl UdLd IWtfI UO IO ,. TestAmerica Drilling ôorp. Operator: B. BUCKNAM . CPTDaternme: 09-29-03 16:19 . . Sounding: CPT219 . Location: CPT-05 Cone Used: 510 . Job Number: 01203354.00 Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior 'Type* Qc (Ton(ft12) Fs(Ton/ftA2) Fs/Qc (%) Pw(psi) Zone: UBC-1983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 - I I I I IF44 I I!I II c * Maximum Depth = 75.46 feet Depth Increment = 0.16 feet, 1 sensitive fine grained 4 silty clay to clay 0 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material . l 5 clayey silt to silty clay B sand to silty sand . 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt :9 sand 12 sand to clayey sand (*) TestAmerica bulling corp. Operator: B. BUCKNAM CPT Date/Time: 09-21-0115:32 . Sounding: CPT218 Location: CPT-06 Cone Used: 510 Job Number: 01203354.00 Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type* Qc (rontft'2) Fs (Ton/ft'2) Fs/Qc (%) Pw (psi) . . Zone: UBC-1 983 0.0 - 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 - IIII lt\il 11111 .. Jjj[ •: ____ . ........... . . _________ . H H :. H: H :: : ..w. ........0 . :\ H I (lv -: - .Maximum Depth = 74.97 feet . Depth Increment 0.16 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy sift 16 gravelly sand to sand 2 organic material 5 clayey sift to silty clay 1 8 sand to silty sand 11 very stiff fine grained () 3 clay - 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) . ;.•_ 10.00 20.00 30.00 I th 40.00 I 50.00 60.00 70.00 80.00 TestAmerica Drilling corp. I I ItH \iIIII I ............ : .. .:t:ff• ç _ - . - - - Maximum Depth = 74.48 feet Depth Increment = 0.16 feet 1 sensitive fine grained I 4 silty clay to clay E7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand Ell very stiff fine grained () 3 clay . 6 sandy silt to clayey silt 9 . sand 12 sand to clayey sand (*) Operator: B. BUCKNAM . CPT Daternme: .09-29-03 14:14 I . Sounding: CPT217 . Location: CPT-07 - Cone Used: 510 Job Number: 01203354.00 I Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type Qc (Torift12) Fs (Torilft'2) FsiQc (%) Pw (psi) . Zone: UBC-1983 0.0 . 600.0 0.0 . 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 - 0.00 lestAmenca Drilling corp - Operator: B. BUCKNAM CPT Date/Time: 09-29-03 12:23 Sounding: CP1216 Location: CPT-08 Cone Used: 510 - Job Number 01203354.00 I Tip Resistance. . Local Friction Friction Ratio Pore Pressure Soil Behavior Type - Qc (Ton!ftA2) Fs (Toru'ft'2) •. Fs!Qc (%) Pw (psi) Zone: UBC-1983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 000 1000 I _ 1 20.00 . . ,. . . . a 3000 ................:........................ . .........i-. .................. U I I;th 4000 / I I I 5000 : :: '. :::: . I 6000 I 7000 - I 8000 Maximum Depth = 75.13 feet Depth Increment = 0.16 feet 1 sensitive fine grained . 4 silty clay to clay 7 silty sand to sandy silt . 10 gravelly sand to sand 2 organic material FA 5 clayey silt to silty clay 8 sand to silty sand 1911 very stiff fine grained () I 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) 0 . .. . . . I TestAmerica Drilling Corp. Operator: B. BUCKNAM CPT Date/Time: 09-29-03 11:01 I Sounding: CPT2I5 Location: CPT-09 Cone Used: 510 Job Number: 01203354.00 I Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type Qc (Ton(ftA2) Fs (Tonlft"2) Fs/Qc (%) Pw (psi) Zone: UBC-1983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 .. Maximum Depth = 76.28 feet Depth Increment = 0.16 feet 1 sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy sift 10 gravelly sand to sand 2 organic material 19 5 clayey silt to silty clay 8 sand to silty sand 0 ii very stiff fine grained ) 03 clay 06 sandy silt to clayey silt 9 sand 0 12 sand to clayey sand (1 I TestAmerica Drilling Corp. Operator: B. BUCKNAM CPT Daternme: 09-29-03 10:02 I Sounding: CPT214 Location: CT-10 Cone Used: 510 Job Number: 01203354.00 I Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type Qc (Tonhft'2) Fs (Ton/ftA2) Fs/Qc (¼) Pw (psi) Zone: UBC-1983 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 Ann L I Maximum Depth = 63.65 feet Depth Increment = 0.16 feet 1 sensitive fine grained Cl 4 silty clay to clay ) 7 silty sand to sandy silt 10 gravelly sand to sand E 2 organic material D 5 clayey silt to silty clay 8 sand to silty sand 0 ii very stiff fine grained (•) 103 clay 6 sandy silt to clayey silt 9 sand E 12 sand to clayey sand r) I - TestAmerica Drilling corp Operator B. BUCKNAM CPT Date/Time: 09-29-03 08:49 Sounding: CPT213 Location: CPT-1 1 . . Cone Used: 510 .. Job Number: 01203354.00 Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type* Qc (Ton/ttA2) . Fs (Ton/ftA2) FsiQc (%) Pw (psi) . Zone: UBC-1983 C . 600.0 0.0 10.0 0.0 10.0 -15.0 . 15.0 0.0 12.0 - I I '1...J I:! 11111 I ! 1 I .l.l I II IJ 1111 N. 7' 7777 / ill H H L.!............. .. .. ...... . . . . Maximum Depth = 67.09 feet Depth Increment = 0.16 feet 1 sensitive fine grained 84 silty clay to clay 7 silty sand to sandy silt ..'10 gravelly sand to sand 2 organic material • 5 clayey silt to silty clay 8 sand to silty sand • 11 very stiff fine grained () 3 clay 6 sandy silt to clayey silt • 9 sand 12 sand to clayey sand (*) I lestAmerica Drilling corp. Operator: B. BUCKNAM CPT Datefflme: 09-30-03 13:18 I Sounding: CPT224 Location: CPT-12 Cone Used: 510 Job Number: 0 I Tip Resistance Local Friction Friction Ratio Pore Pressure Soil Behavior Type* Qc (Ton/fV2) Fs (TonJftA2) FsIQc (%) Pw (psi) Zone: UBC-1 983 0.0 0.0 600.0 0.0 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 I 0 I II I 10.00 I 1 20.00 - I3000\ _ ,h th4000 _ 50.00 ................................i.. ... .. . .•.• ................. I •: .: H 60.00 .- .. ., : : ...... I 7000 - - - 80.00 I Maximum Depth = 42.65 feet Depth Increment = 0.16 feet 1 sensitive fine grained E3 4 silty clay to clay i 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 0 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained () 3 day 116 sandy silt to clayey silt 9 sand 12 sand to clayey sand () I TestAmerica Drilling corp Operator: B. BUCKNAM CPT Date/Time: 09-30-03 14:04 - I . . Sounding: CP1225 - Location: CPT-13 Cone Used: 510 Job Number: 0 ,. ... Tip Resistance l Local Friction Friction Ratio Pore Pressure Soil Behavior Type j Qc (Tonffr'2) Fs (Ton/ft"2) Fs/Qc (%) Pw (psi) Zone: UBC-1 983 0.00 O.0 600.0 0.0 . 10.0 0.0 10.0 -15.0 15.0 0.0 12.0 I •'1t.____?I ! 1000 !' 2000 _ 3000 IPth4000c 5000 6000 _ j 7000 - _ jI _________ . _________ 80.00 - ________ . . . . I Maximum Depth = 74.97 feet . Depth Increment = 0.16 feet - 1 sensitive fine grained 114 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand J 2 organic material , 5 clayey silt to silty clay : 8 sand to silty sand . 11 very stiff fine grained () 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand () J ... . . 960134-005 Laboratory Testing Procedures and Test Results Atterberg Limits: The Atterberg Limits were determined in accordance withASTM Test Method D43 18 for engineering classification of the fine-grained materials and prèsented in the table below: Boring B Depth Liquid Limit Plastic Limit USCS (feet) (%) (%) Soil Classification B-3 55 24 20 CL-Mt B-4 50 23 21 ML Expansion Index Tests (Leighton 1999): The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick. by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample No. Location 71. Expansion Potential E-1 East portion Lot 6 Low E-2 Southwest portion Lot 6 Low E-3 West portion Lot 7 Very Low E-4 Northern portion Lot 7 Very Low E-5 Lot 8 Very Low E-6 West portion Lot 7 Very Low E-7 Lot 9 Very Low D-1 960134-005' APPENDIX D (Continued) Maximum Density Tests (Leighton, 1999): The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557-96. The results of these tests are presented in the table below: Sample Number Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) 1 Light orange-brown SM 125.0 11.0 2 Light brown, SM 121.5 8.5 3 Light brown SP 121.0 12.5 Particle Size Analysis: Particle size analysis was performed by mechanical sieving and hydrometer methods according to ASTM D422 and D4318. The percent fine particles from these analyses are summarized below. Plots of the sieve and hydrometer results are provided on the Figures in this appendix Boring Depth (feet) Percent Gravel Percent Sand Percent Fines B-1 35 2 78 20 B-2 35 0 79 21 B-3 40 0 83 17 B-3 45 0 76 .24 B-3 50 0 87 13 B-3 55 0 75 25 B-3 65 2 92 6. B-4 50 0 76 24 D-2 bu - 50 40 30 i 20 0 1 0• 0 10 20 30 40 50, 60 70 80 ..90 100 Liquid Limit (LL) U.S: STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER ,. HYDROMETER 3.0' 1 1/2 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 . .• - 100 90 ,80 70 GRAVEL SAND FINES' - ' •' COARSE FINE CRSE MEDIUM FINE SILT CLAY I- I S2 60 w >- cn 50 40 U 30 Ix 20 10 0. 100.000 10.000 1.000 0.100 . - 0.010 0.001 PARTICLE - SIZE (mm) . Boring No.: Sample No.: Depth (ft.):' Soil Type GR:SA:FI - LL,PL,PI 1 B-i S7 35 . (SM) 2:78:20 NA,, Soil Description Brown Silty Sand (SM) 40 - ATTERBERG LIMITS, Project No.: 960134-005 PARTICLE - SIZE CURVE LA Costa Glen Teratest Labs, Inc. * ASTM D 4318, D 422 - - A LEIGHTON GROUP COMPANY - 10-03 Sieve & HyDrometer B-I, 7@35 (Sampled 10-14-03,10-15-03) 60 50 40 G) 30 U 20 (5 .. 1 0 0 10 20 30 40 50 60 70 80 90 100 - Liquid Lithit (LL) . . GRAVEL SAND • FINES COARSE I FINE I CRSE MEDIUM FINE SILT CLAY U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER - HYDROMETER 3.0" 1 1/2 3/4" 3/8 #4 #8 #16 #30 #50 .#100,#200 . '100 90 80 70 I— I 60 W ED 50 M 40 LU U 30 W (. 20 10. 0 100.0 0 0 10.000 1 000 6.10 0 0.010 0.001 PARTICLE - SIZE (mm) Boring No.: Sarñle No.: Depth (ft.): Soil Type GR:SA:FI- LL,PL,PI B-2 7 35 (SM) 0:79:21 NA, Soil Description Brown Silty Sand (SM) 10 . ATTERBERG LIMITS, Project No.: . 960134-005 PARTICLE - SIZE CURVE . '.; LA Costa Glen • Teratest Labs, Inc.. • ASTMD4318, D 422 • •. - A LEIONTON GROUP COMPANY . • . . 10-03 Sieve & HyDrometerB-2, 7i35 (Sampled 10-14-03,10-15-03) • 60 50 iL •-: 40 G) 30 .••,. .() 20 0.. 1? 0 - .. .. - - -.4 & N ) I 4 - 0 10 20 30 40 50 60 70 80 90 100 . .- Liquid Limit (LL) 4 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 3.0 1 1/2 3/4 3/8 #4 #8 #16 #30 450 #100 #200 100 90. .80 70 I- - I, 60 w >. 50 L), 30 W 20 10 100.000- 1 6.000 - 1.000 • .0.100 - •110.010 i PARTICLE - SIZE(mm) ,•. . . Boring No Sample No Depth (ft) Soil Type GR SA Fl LL,PL,PI B-3 - 8 40 (SM) . 0:83:17 NA, , Soil Description Brown silty sand (SM) Project No.: , 960134-005 ATTERBERG LIMITS, . .. - - PARTICLE - SIZE CURVE . LA Costa Glen Teratest Labs, Inc. ASTM D 4318, D 422 . A LEIGHTON GROUP COMPANY 10-03 Sieve 8-3, S-840.xl; (Sampled 10-14-03, 10-15-03) GRAVEL . . SAND, FINES COARSE FINE -CRSE MEDIUM FINE SILT 60 50 iL 40 1 30 20 io 0 4 '4 4 4 I - - 4 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) S..-'! ., _iS5 •',• ,- F •... •, -S . ' - "—GRAVEL U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 3.0" 1'1/2". 3/4 3/8 #4 #8 #16 #30 #50 #100 #200 4 4 5 5 5 'SAND FINES' 'COARSE ' I FINE CRSE MEDIUM FINE , SILT ' CLAY 100, 4. 90 80 70 I— 60 LU >- a 50 LU 46 Lu o 30 Lu - 0 .20 S 10 'So • K' 'PS ) ' 100.000 41ö.000 i.odo -0.100 ' 0.010- •o.00i - PARTICLE SIZE (mm) Boring No Sample No Depth (ft) Soil Type GR SA Fl LL,PL,PI B-3 i 9 45 (SM) 0:76:24 NA,, Soil Description Brown Silty Sand (SM) - ATTERBERG LIMITS, Project No 96.0134-005 PARTICLE - SIZE CURVE LA Costa Glen Teratest Labs, 1nc ' 1 ASTM D 4318, D 422 - • ' - A LEIGHTON GROUP COMPANY 10-03 Sieve & HyDrometer 8-35 945 (Sampled l0-14-03, 10-15-03) Si - - 60 50 40 -, 30 - U 20 10 4, 0 S. .5 p S 'S 4 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) 'U.S. STANDARD SIEVE OPENING -U.S. STANDARD SIEVE NUMBER HYDROMETER 3.0" 11/2 3/4 3/8 #4 #8 #16 #30 #50 #100 #200 lop 5 5) 4 90 : .80 70 'I- I 60 ,t. 50 40 30 20 410 0 10.000 ••--' 1.000 o.-too .o.oio • PARTICLE SIZE (mm) .5 Is Boring No Sample No Depth (ft) Soil Type GR SA Fl LL,PL,PI B-3 1- 10 50 (SM) 0:87:13 NA,, Soil Description Brown silty sand (SM) tj -. . . Project No.: 5 '960134-005 A1TERBERG LIMITS/ • S PARTICLE - SIZE CURVE . LA Costa Glen -, Teratest Labs, Inc ASTM D 4318, D 422 A LEIGHTON GROUP COMPANY 7 - S - - . 10-03 .5 , - _•i• .• 5 .- Sieve B 3 S 10(50xls (Sampled 10-14-03,10-1&03) GRAVEL SAND ••-' : •. FINE FINES COARSE CRSE MEDIUM FINE SILT x '30 U 20 iL 10 0 50 40 - - t 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER 3.0" 11/2 3/4 3/8 #4 #8 #16 #30 #50 #100 #200 GRAVEL SAND, FINES - . COARSE FINE CRSE MEDIUM FINE SILT CLAY 100 , 90 70 I-. I . S2 60 w ca >- 50 I o 30 uJ 0 20 10 0 — I 100.000 10.000 • 1.000 0.100 - ' o.oid o.b PARTICLE SIZE (mm) P . Boring No.: Sample No.: Depth (ft.) : Sail Type:: GRA:FP Lpp B-3 11 55 ' (SM) 0:75:25 24,20,4 Soil Description Brown Silty Sand (SM) 40 ATTERBERG LIMITS, Project No 960134-005 PARTICLE - SIZE CURVE . LA CostaGlen -. Teratést Labs, Inc. ASTM D 4318, D 422 A LEIGHTON GROUP COMPANY 10-03 Sieve & HyDrometer 8-3, 11@55 (Saripied 10-14-03,10-15-03) - S ,7. 60 50 - U 10 zu 30 40 OU bU - (U • U vu 100 Liquid Limit (LL) GRAVEL SANDI. • . FINES - I CTtIC nC I MEDIUM I : I IAI'IL s.rs.JL rul_I.In.JIu FINE .JALI 5' _I_,,I SILT I 100 90 80 70 -I- 60 w >- 50 30, W. 0. 20 10 S - 100.000 10.000 1000 0100 0010 0.001 PARTICLE SIZE (mm) Soil Description: Brown Silty Sand (SM) ATERBERG LIMITS, PARTICLE - SIZE CURVE Teratest Labs: Inc. ASTM D 4318, D 422 A LEIGHTON GROUP COMPANY • - - Sieve &HyOrometera-3, 1365 (Sanpled 10- 14-03,10-15'03) U.S. STANDARD SIEVE OPENING U.S: STANDARD SIEVE NUMBER ,. HYDROMETER- 3.0" 1 1/2 3/4* 3/8" #4 #8 '#16 #30 #50 #100 #200 Bring No.: Sample No.: Depth (ft.): Soil Typ (RAFT I . IlPI B-3 13 65 (SM) 2:92:6 NA, : - . , •-' Project No.: . 2; '. 960134-005 LA Costa Glen - 10-03 .- bu 50 a. 40 4x 30 C.) 20 10 0 • . I, 0' I- 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) GRAVEL SAND", U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER 4 HYDROMETER 11/2' 3/4' 3/8' #4 #8 #16 #30, #50 #100 #200 FINES COARSE I -FINE CRSE MEDIUM FINE SILT CLAY I 100 90 80 70 I-I 60 W 'co 50 : 1 40 o 30 Ix 0. 20 :.: 10 0 -a t 100.000 10.000 1.000 , 0.100 0.010 0.001 -PARTICLE - SIZE (mm) - - p . . - t •1 •' Boring No.: ' Sample No.: Depth(ft.): Soil Type GR: SA: FI LL-,PL,PI 10 50 . (SM) 0:76:24 23,21,25 Soil Description: Yellowish Brown Silty Sand (SM) • ' . . - .. - ATERBERG LIMITS Project No.: • - 9601347005 PARTICLE -SIZE CURVE . • LA Costa Glen - Teratest Labs, Inc. - ASTM D 4318, D 422 • A LEIGHTON GROUP COMPANY • . .. - ' 0-03 Sieve & Hydromef er B-4, 10(50 (10-14-03, 10-15-03) - I I I I I I I I I I I E LI 4 -. - 4 0 10O 50 r -200 -- - •1 _$ . -- - - I- F- - -: - Ii I I I I I -- I I •I I I I I I I I I 1 - , •, . . . -• ..,I -:.,_ A .. .- . * "4• - ••. .- _ * * V * E Q F A 'U L T *'',. ' -,:. •, * Version 3:00 44 ' DETEPJIINISTICESTIMATION OF PEAK ACCELERATION. FROM. DIGITIZED FAULT.S .' . .4 . . . 4. . - - .5 • <' A '. .. JOBNIJIVIBER:.960134.005 0 - ., DATE: 10-07-2003 JOB NAME LA COSTA GLEN - -: '•.- ,A . .. ' - CALCULATION. NAME:. Analysis . -14 . . 4 .,• . .., . FAULT-DATA-FILENAME1 C \Prgram Fi1es\QFAULT1\cdmgenew dat OA I SITE COORDINATES:. . . , . . " . • SITE LATITUDE: 33.0819 .. . . 4 • SITE LONGITUDE: 117.2715 •, . ' . , •• , - . 'c's • 4. '4*' ' '' . SEARCH RADIUS 100 mi S . ATTENUATION RELATION 22) Abrahamson &Silva (1995b/1997) Horiz - Rock UNCERTAINTY (M=Median, S=Sigma): M ' Number of Sigmas: 0.0 - DISTANCE MEASURE: clodis, . . . SCOND: 0 - Basement Depth: 5.00 km - Campbe11"SSR:' Campbell SHR•.: •. . COMPUTE PEAK HORIZONTAL ACCELERATION .j 1 • . •:,, FAULT-DATA FILE USED C:\Program Files\EQFAULT1\cdmgenew dat * . MINI MUM 'DE PTH VALUE (km) : 00 'I • , . - •' , . - I I , . I• . 's ' .' . - 4•.; . .. . . - . - I 1 t, . . ** . , , -, •• .. - , . ., - 4 .' - A;' * * ' A '.': -, .•-S -, :-•- - 4 4 * ) . S • - P . - '. 4 .- . __I • . ,,. ., , - ,.. . p - p.- 'A -*' •4 . , - . . ... . •. .- .. .4 . - I- . " •1 ,4 ' I - . . • . .' ' I . *' , . . .1_• -.7' I.; • ,•,. ,,. •4 p •. -- * 4 4 i A • Ic 5, 4 - - - - .5, • - - -- * -- .,• 5, 44 5, I •. • ,_ ,5., '4 5 - - . a.5, • . 4 - -. - 'EQFAULT SUMMARY - "-- - • - I DETERMINISTIC-SITE PARAMETERS -.5 ------------------ 555 - Page 1 I I ESTIMATED MAX EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE . MAXIMUM- PEAK EST., .SITE- .. FAULT NAME mi (km) JEARTHQUAKE1SITE JINTENSITY MAG (Mw) ACCEL g MOD MERC ROSE CANYON AB Modified trace 6- 4'.9(' 7.9) 1 7.0 '0.443., 'X NEWPORT-INGLEWOOD (Offshore) AB J 10.4( 16.8) 7.1- • 0.244' - IX - CORONADOBANK . 20.1(' ;32.4) 7.4' 0:148 VIII. ELSINORE-TEMECULA 25 3(- 40.7) 6A -0.089, VII ELSINORE-JULIAN4' 25.3( . 40.7) 7.1 0.103 VI-I, SAN JOAQUIN HILLS ABAdded 2-9---'j 36.0( 58.0)1 6.8 0.079 VII ELSINORE-GLEN IVY " . I. 39.0k 62.8) , 6.8 ' ', 0.056 VI, EARTHQUAKE VALLEY 40.5-(. 65.2) 1 0.045 I VI - PALOS VERDES 41:1(. 66.1) .7 .1 0.063 VI SAN JACINTO-ANZA 3 48 2 ( ` 77.5) 7.2 0.057 VI SAN JACINTO-SAN JACINTO VALLEY 499(t 80-3) 6.9 p.0.046 VI SAN JACINTO-COYOTE.CREEK 51.3( 82.5) 6.8 0.042 VI' NEWPORT-INGLEWOOD (L.A.Basin)- 52.4( 84.3) L 6:9 0.044. • VI ELSINORE-COYOTE MOUNTAIN .. 53.3( 85.7)1' 6.8 • 0.040 V CHINO-CENTRAL AVE (Elsinore) 53 9( 86.7) 6 7 4 0.,04-8 VI WHITTIER..--.- 57.4( 92.4) .6.8 0.037 V COMPTON THRUST,, 62 . 1 ('99. 9" ) 6 .8 0.044 VI SAN JACINTO -' BORREGO . 62.9( 101.2) 6.6 -0.030' V SAN JACINTO-SAN BERNARDINO 64.6( 104.0) 6.7 0.031 V ELYSLP,N 'PARK THRUST ., . 65.1( 104.7) 6.7 . 0.039 -, V SAN ANDREAS -San Bernardino 67.9('109'.3)1 7.3 0.043 VI SAN ANDREAS - Southern . 67.9( 109.3)-1 7.4 0.046 VI . SAN JOSE. , . 74.2( 119.4) ' 6.5 0.030 ' . V SAN ANDREAS - Coachella '5 '. 74.3( •119.6) .7.1 . 0.034 V - PINTO MOUNTAIN - 74.6( 1120.0) 7.0 , 0.032 .V CUCANONGA -. . c' 76.7,( 123.4) 7.0 . 0.040 V •- SIERRA MADRE I 76 9( 123.7) 7.0 0.040 V SUPERSTITION MTN. (Sin Jacinto) .. 78.4 ( .126 .1) 6.6 0 . 023 IV ' BURNTMTN. ' . 79.0( 12i.2) 6.4 - 0 . 020' -, IV NORTH FRONTAL 'FAULT ZONE (West) I 80.4 ( 129.4)1 7.0 • • 0.038, V EUREKA PEAK , I 81.8( 131.6) 1 6.4 0:019 .. IV ELMORE RANCH . ' . 82.1( 132.2) -. 6'6 0.022 IV . . CLEGHORN 82.4( 132.6) 6.5 0.020 IV' ' SUPERSTITION HILLS (San Jacinto) 83.1( 133.8) 6:6 0.022 1 IV NORTH FRONTAL FAULT ZONE (East) 83.6( '134.6) 6.7 . .0.030:. - v - LAGUNA SALADA ' , - 84.1(. 135.4) 1 7.0 '. ' 0.028 ,' V RAYMOND 86'.2( ;138.7) -6.5 0.025 - V SAN ANDREAS - Mojave , ,. , 86.2( 138.7) 7.1 - 0.030 SAN ANDREAS - 1857 Rupture , 86.2(.138.7)1 7.8 j 0.048 '. VI CLAMSHELL-SAWPIT" •j 86.4( 139.0) 6.5 - 0.025 V. . .. * ' - 5_• . . 51. . ' - . . S 4 • I I 3 .5 - - - - S DETERMINISTIC SITE PARAMETERS 4 Page 2. '. - - ' -' - I ESTIMATED MAX EARTHQUAKE EVENT I APPROXIMATE I - - - ' ABBREVIATED . . I DISTANCE I MAXIMUM I 'PEAK lEST. SITE. FAULT . NAME. mi (km) JEARTHQuAkEl -- 'SITE INTENSITY. MAG. (Mw)I ACCEL. g 'IMoD:MRc. .- VERDUGO - I 88.7(F,142.7)I 6.7 0'.028 - V LANDERS - •. . 89.6( 144.2) 7.3 0:033 V . HOLLYWOOD . . 90.7(145.9)1 6.4 0.022 IV' HELENDALE- S LOCKHARDT I 92.0(148.1) 7.1 0.028 y BRAWLEY SEISMIC ZONE I 92.4( 148.7) 6.4 0.017 '. I IV LENWOOD-LOCKHART-OLD WOMAN SPRGSI--95.3( 153.4) 7.3, . - 0.031 V SANTA MONICA I 95.4153.5)I '6.6. 1H 0.024 I V EMERSON. So. - COPPERMTN: I 97.3(156.6) I 6.9 0.023 IV JOHNSON VALLEY (Northern) . I 97.9(157.5)I ' 6.7 . 0.019 :1 IV MALIBU COAST r 98?1( 157:9)'I 6.7 0.025 V - - IMPERIAL -F I 99.4(159.9)I 7.0- 0.024 j IV, -END -6F SEARCH- 51FAULTS FOUND. WITHINTHE SPECIFIED SEARCH RADIUS.. . 'F . THE ROSE CANYON AB Modified trace 6- FAULT IS CLOSEST TO THE.SITE. - - IT IS ABOUT 4.9 MILES (7.9 km) AWAY. • • - - •. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4429 g . , . •• 4 •. . -. - - I • • 'a" • *******************r** * ... * * EQF'A.ULT * -; .- J - * Version -3.00 * • * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS * .4 JOB NUMBER: 960134.005 . a • - DATE: 10-07-2003 JOB NAME: LA COSTA GLEN - - CALCULATION .NAME: Analysis FAULT-DATA-FILE NAME:C:\Program Files\EQFAULT-1\cdmgenewdat ..• . . :. SITE COORDINATES: SITE LATITUDE: 33.0819 - SITE LONGITUDE: 117.2715 - - -5"-, SEARCHRADIUS: 10O ml .5 - ATTENUATION RELATION: 22) Abrahmson &Sllva (1995b/1997) Horiz.- Rock 1 UNCERTAINTY (M=Median, S=Sigma): S Number of Sigmas:. 1.0 . DISTANCE MEASURE: clodis . S SCOND: 0 Basement Depth: 5.00 km Campbell.SSR:" CampbellSHR: COMPUTE PEAK HORIZONTAL ACCELERATION . :- FAULT-'DATA FILE USED: C:\Program Files\EQFAULT1\cdmgenewdat A - MINIMUM DEPTH VALUE - (km): 0.0 . . . . . . 4 . I - ••5 •• 55, 5 . . a . -a S . "a 5 . - - S_-a . . 5, a - 5•_ . • - .-.- -- . 5.5 45 ,. 5 5 •_ - k2-' - - -• . 4 _5- -- •.. a- - - -. 5. a. - • • "5- -. - --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS Page 1 ------------------------------------------------------------------------------- I IESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE I ABBREVIATED I DISTANCE I MAXIMUM I PEAK lEST. SITE FAULT NAME I mi (km) JEARTHQUAKE 1 SITE JINTENSITY I I MAG. (MW) I ACCEL. Cr IMOD.MERC. ROSE CANYON AB Modified trace 6- NEWPORT-INGLEWOOD (Offshore) AB CORONADO BANK ELS INORE - TEMECULA ELSINORE-JULIAN SAN JO.AQUIN HILLS AB Added 2-9- ELSINORE-GLEN IVY EARTHQUAKE VALLEY PALOS VERDES SAN JACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY SAN JACINTO-COYOTE CREEK NEWPORT-INGLEWOOD (L.A. Basin) ELSINORE-COYOTE MOUNTAIN CHINO-CENTRAL AVE. (Elsinore) WHITTIER COMPTON THRUST SAN JAC INTO - BORREGO SAN JACINTO-SAN BERNARDINO ELYSIAN PARK THRUST SAN ANDREAS - San Bernardino SAN ANDREAS - Southern SAN JOSE SAN ANDREAS - Coachella PINTO MOUNTAIN CUCAMONGA SIERRA MADRE SUPERSTITION MTN. (San Jacinto) BURNT MTN. NORTH FRONTAL FAULT ZONE (West) EUREKA PEAK ELMORE RANCH CLEGHORN SUPERSTITION HILLS (San Jacinto) NORTH FRONTAL FAULT ZONE (East) LAGUNA SALADA RAYMOND SAN ANDREAS - Mojave SAN ANDREAS - 1857 Rupture CLAMSHELL- SAWPIT I I I 4•9( 9)I ========== 7.0 I 1 0.681 I I XI I 10.4( 16.8)1 7.1 I 0.375 I IX I 20.1( 32.4)1 7.4 I 0.228 IX I 25.3( 40.7)1 6.8 0.141 VIII I 25.3( 40.7)1 7.1 0.158 VIII I 36.0( 58.0)1 6.8 I 0.125 1 VII I 39.0( 62.8)1 6.8 1 0.089 1 VII I 40.5( 65.2)1 6.5 I 0.075 I VII I 41.1( 66.1)1 7.1 1 0.097 1 VII I 48.2( 7.2 1 0.087 1 VII 49.9( 80.3)1 6.9 1 0.071 1 VI 51.3( 82.5)1 6.8 I 0.066 I VI 52.4( 84.3)1 6.9 L 0.068 I VI 53.3( 85.7)1 6.8 1 0.064 1 VI 53.9( 86.7)1 6.7 1 0.078 1 VII 57.4( 92.4)1 6.8 1 0.059 I VI 62.1( 99.9 ) I 6.8 I 0.070 I VI 62.9( 101.2)1 6.6 1 0.048 1 VI 64.6( 104.0)1 6.7 1 0.049 I VI 65.1( 104.7)1 6.7 1 0.063 1 VI 67.9( 109.3)1 7.3 I 0.066 I VI 67.9( 109.3)1 7.4 1 0.071 I VI 74.2( 119.4)1 6.5 I 0.049 I VI 74.3( 119.6)1 7.1 1 0.053 VI 74.6( 120.0)1 7.0 I 0.049 VI 76.7( 123.01 7.0 I 0.062 VI 76.9( 123.7)1 7.0 1 0.062 I VI 78.4( 126.1)1 6.6 I 0.038 V 79.0( 127.2)1 6.4 I 0.033 V 80.4( 129.4)1 7.0 1 0.059 I VI 81.8( 131.6)1 6.4 1 0.032 I V 82.1( 132.2)1 6.6 1 0.036 1 V 82.4( 132.6)1 6.5 ' 0.034 1 V 83.1( 133.8)1 6.6 1 0.035 I V 83.6( 134.6)1 6.7 I 0.048 I VI 84.1( 135.4)1 7.0 I 0.043 I VI 86.2( 138.7)1 6.5 I 0.042 I V 86.2( 138.7)1 7.1 0.045 I VI 86.2( 138.7)1 7.8 1 0.074 1 VII 86.4( 1390)I c 1 fl nd i 1 17 V V..V • •V - - * - * -. DETERMINISTIC SITE PARAMETERS • . . e. V. ------- V V Page 2 ----------------------------------:---------- I JESTIMATED MAX. EARTHQUAKE", 'EVENT APPROXIMATE -----------------------------------VV. V V ABBREVIATED V - DISTANCE V MAXIMUM I . PEAK IEST.,SITE FAULT NAME V mi-p EARTHQUAKE I V(km) SITE . INTENSITY V V V MAG.(Mw) I ACCEL. g JMOD.MERC. VERDUGO V. . 88.7(,142.7) - 6.7 0.045 VVI LANDERS . . . . 89.6( 144.2) 7.3 - 0.050 VI HOLLYWOOD - V . 90.7(145.9) 6.4. 0.037 .V V V. VV V HELENDALE - V.S.LOCKHARDT 1 92.0( 148.1)1 7.1 V 0.042 VI V BRAWLEY SEISMIC ZONE,' V V. 924(t148.7) 1 6.4 1 0.028 - LENWOOD-LOCKHART-OLD WOMAN SPRGS 95.3'(.153.4) 73 . . 0.047 . -VI V SANTA MONICA 95.4( 153.5) 6.6V. V V.0:039 V V. EMERSON So.- COPPERMTN. 97.3(156.6) .6.9 0.035 V JOHNSON VALLEY (Northern 97:9(157.5) 6.7 1. 0.031 . . V V MALIBUV.COAST 98.1( 157.9) 1 6.7 1 0.040 V v 1 IMPERIAL V . 99.4( 159.9) 1 7.0 1 0.037 - v V V. - . V -END OF SEARCH- . 51, FAULTS FOUND WITHIN THE SPECIFIED 'SEARCH RADIUS. I V V THE ROSE CANYON AB'Modif led trace 6- FAULT IS CLOSEST TO THE V SITE. IT IS ABOUT 4.9 MILES (7.9 km) AWAY. .• V LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: V.0.6808 g-'. V. V. V V • V. 4?* V. V 1 V... •V.:;,V V V ? I - V VV. 'V. V V •V - - V. - V. V. V .. :V...V V. • . V. V. V I-- V V •: V.• _V. •V V.; - V.V. V VV V - •VV . - V.• V. - -. V - V. V. V V. + V V.41 V V. c - - 1 ,haded Zone has Liquefaction Potential S = 4.16 in 1 r I I- • j Leighton and Associates CPT DATA FROM 9-30-03 JI 4 4 J. LIQUEFACTION ANALYSIS I .LA COSTA GLEN u ..- - 1 . Hole No.-CPT-2 WaterI - 6epth=27 ft SU,lace Elev.=82 ..• Mãgnitude=7.0 u - Acceleration=O 443g , Shear Stress Ratio Factor of Safety Settlement (ft) 0 . . 0.5 0 1 -0 5 0(in.) 10 • I. I I. I I - I I!IIIIJII tIII_IIII - .. -.. . - -• -. . - I - - I -10 LI + • - - :-- : —20 -- J -- LI —30 0 4 40 UL _50 I .. j I —60 - fs=1.00 I CRR— CSR— - .. ': -. - - Wet— Dry-- Shaded Zone has Liquefaction Potential - " '. S 2.14 in. -•• ; .- . . -j- . -- . ..• . -. ,,., . . •r .' , t - - 1•-- .- 1' -- ' LI 1 - J Leighton and Associates . CPT DATA FROM 9-30-03' I ,- ........... . — . ... ..... . ....... ......... .. . . ...... LIQUEFACTION ANALYSIS LA COSTA GLEN Hole No.=CPT-3 Watr Depth--33 ft, Surface Elev.=88 : Magnitud=7.0 Acceleration=O 443g Shear Stress Ratio Factor of Safety Settlement 0 . - . . 0.5 0,1 5 .0 (in.) 10 -10 —20 —30 —40 —50 —60 J Leighton and Associates CPT DATA FROM 9-30-03 I 4 - . - Shaded Zone, has Liquefaction Potential t -70 I J Leighton and Associates CPT DATA FROM 9-30-03 I ' ).. .o J . . .......... . ........ . ........... . .. ...... . ........ ....... ... .. . .. . ........ ............. . ............. .... . . . ............. -- ----- ..... . ...... .. . . ......... ....... ......... . . .................. . . I - -. - -- LIQUEFACTION ANALYSIS I LACOSTAGLEN Hole No =CPT-5 Water Depth20 ft..Surface Elev =68 , Magnitude=7 0 I Acce!erat,on=O 443g -..--4 - - I Shear Stress Ratio Factor of Safety Settlement (ft) 0 - --.. 0.50.1 5 O(in) 10 I o Shaded Zone has Liquefaction Potential S =607 in & I '-•i. —120 —140 Leighton and Associates CPT DATA FROM 9-30-03 : : 'I LIQUEFACTION ANALYSIS I LA COSTA GLEN Hole No.=CPT-6 Water Depth=20 ft Surface Elev.=67 I Shear Stress Ratio (ft), 0 Magnitude=7.0 Acceleration=0.443g Factor of Safety Settlement 0.5 01 5 0(in.) 50 1 -80 Shaded Zone has Liquefaction Potential 1100 -120 -140 I Leighton and Associates .1 CPT DATA FROM 9-30-03 Wet— Dr,'-- S = 10.00 in. I 1 LI II, Es 11 I I I I J Leighton and Associates I H.: j ; J • ..,- . CPT DATA FROM 9-30-03 I * LIQUEFACTION ANALYSIS LA COSTA GLEN . Hole No =CPT-8 Water Depth20 ft Surface Elev.-66 Magnitude-7.0 , • Acceleration=0.443g Shear Stress 'Ratio Factor of Safety Settlement (ft) () • 80 Shaded Zone has Liquefaction Potential I S 4 00 in. - —1o0 Li- I -120 - - t4 ) t140 I I J Leighton and Associates - CPT DATA FROM 930-03 - I LIQUEFACTION ANALYSIS LA COSTA GLEN Hole No.=CPT-9 •Water Depth=18 ft SurfàceEIev.68 = MagAitude=7.0 - Acceleration=0.443g Shear Stress Ratio -- Factor of Safety Settlement 20 —40 Leighton and Associates CPT DATA FROM 9-30-03 I t Ui b U(!fl.) 10 S S : • p S.-- I F S '-S S 5 54 k - - S_S_ S -- - S S S - - J Leighton and Associates CPT DATA FROM 9-30-03 : I - _ U I U(Ifl.) 10 II LFI I'Ll I 'jIl-I il, I; :- I , - 4 I $ IA/,* LIgEIwrIdflu Mssoclales (JII DAIAH(0M9-30-03 I 10 20 30 40 50 60 ½ LIQUEFACTION ANALYSIS LA COSTA GLEN Hole No. =CPT-12. Water Depth20 ft Swfce E!ev.=102 Magnitude=7.6, Acceleration=0.443g * t I Shear Stress Ratio • Factor of Safety Settlement (ft) 0 . .. I 0.5 0 1 5 0(in.) -10 -20 -30 —40 I, .1 Leighton and Associates CPTDATA FROM 9-30-03 : I I : <1: F - - - - - - - - - - - _ - - - - - - - - La Costa Glen/960134-005 Section F-F Liquefaction Analysis P:\LEIGHTONA960000-1\960134,005\ENG\SLOPES-1\GLENFF8.PL2 Run By: John Smith, XVZ Company 11/10/2003 12:18PM P:\1eihton\960000-1\960134.005\eng\s1'opes-l\g1enff8.oUT 'Page, ] *** GSTABL7 *** ** GSTABL7 by Garry,H. Gregory, P.E-. * 'Original Version 1.0, January 1996; Current Version 2.002, Decernber2001 ** (All Rights Reserved-Unauthorized Use Prohibited) *** ***** *** r** *************** ** ******** ******************** ** ***** *** ** *** *** *** * SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or GLE Method of Slices (Includes Spencer & Morgenstèrn-Pric'eType Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, ''- ',' Anisotropic Soil, Fiber-Reinfdrced Soil, Boundary Loads, Water:' . Surfaces, Pseudo -Static Earthquake and Applied Force Options "Analysis Run Date: j1/10/2003 Time of Run: . '1:09PM Run By:. -John Smith, XYZ Company '.,. - * . ' •- . . Input Data Filename P g1enff8 / Output Filename: 'P:glenffS.OUT Unit System:,. English . Plotted Output *Filename:. P:glenff8.PLT . . , ,. .5 . • , PROBLEM • DESCRIPTION: La Costa Glen/960134-005 ' I. : . . Section F' Lquefaction Analysis . '. .• 4 • BOUNDARY COORDINATES 11 Top Boundaries 51 Total Boundaries ,. . ' . ,• , Boundary X-Left . Y-Left X-Right. Y-Right Soil Type (ft) -(ft) '(ft) ' (ft) Bel'ow Bnd P 0 00 235.00 50 00 ' 237.00 2 ' : . . 2 .., .50.00 237.00 98.00 , .25900 - 1' 98.00 259.00 .109.00' 259.00 H 1 4 109.00 259.00 139.00' 269.00 . 1 .5* . ' 139.00 269.00 - . 156.00 .- 271.00 1. 6 ". 156.00 271.00 " 395.00 271.00 '1 : , 7395.00 271.00 414.00 269100 1-' 8 , 414.00 269.00 - . '427.00 -. 270.00 1 9 * 427.00 270.00 433.00'- 270.00- '.: .1 10'. . 433.00 270.00 ., 453.'OO - 266.00 '' " 1. - , •S 11' . 453.00 266.00 " 510.00 .27000 3 .12 50.00 237.00 • ' 52.00 236:00 ' 3 . ". . . 13.. 52.00 236.00 • 66.00 - 236.00 . . - . •-' : , '. . 14' : - 66.00 236.00 66.10 237.00 . . ': 3 • . .15 ' 66.10 237.00 76.00 ' - 238.00 " '3. 16 76.00 23800 . -, - 76.10 240.00 . " 3 17 , -176.10 240.00 84.00 240. 00 3 •. : - 18 ' 84.00. 240.00 84:50 244.00 - 3 - 19 . ' 84.50 244.00 .94.501: p 244.00 ' S 3 , • , --20 '' 94.50 244.00 •'. .95.00 249.00 3''•' 21 -' 95.00 249.00 152.00.:' . 250.00 3 ' . ' . •. f 22 • . ' 152.00 . 250.00 " 209.00 248.00 209.00 .. 3 23 248.00 - 280.00 : '244.'00 ', 3 -24--' 280.00 - 244.00 380.00' 244.00 '.3 •' ,.• 5 - 25 '380.00 244.00- 422.00 247.00 3 26 422.00 247.00 434.00 249.00 3 .27 434.00. 249.00 434.10 - 253.00 3 ''.. 28-' 434.10 253.00 '441.00' .253.00 3 •'' . ••. 29 '''441.00 253.00 -. 441.10 , 257.00 - .. 3 • . .: - ..: ,,, ,30 . 441.10 257100 447.00 264.00. 3' 31 '- 447.00 264.00 , 451.00 , 264.00 :- . •: :., 3 - 32 , '' 451.00 • 264.00 453.00 . 266.00. ' 3- - 33.' , 84.20 241.00 509. 00 ' - 241.00 . - 2 • , ' :: : 34 ' - • 84.00 240.00. -470.00 240.00 35 76.00 238.00 509.00 238100 2 '- 36 '76.00 236 -.00 ' 410.60.236 00 3 '. 37 .65. 00 235.00 . 509.00 - 235.00' * - 2 , • 38 .. 0.00 230.00 470 00 230.00 3 '. .: 39 s, 0.00 229.00 509.00 - .229.00 ' 2' -- •': 40 0.00 222.00 . , 470.00 222.00 3 , S 4 .1 - ,_.,5•.' - - ' ' I S • -'S , . , ' • " S • ,. -• , -' -,, ' .5 '''I 1,. '5 ' ,, '. : . . .• .5 . . '' .: . - P \leighton\960000-'1\960134 005\eng\slopes-l\glenff8 OUT Page 2 41 io.00 221 00 509.00 221 00 2 4 42 0 00*220.00 476.06. 220.00 3 43 0 00 219.00 509 00 219.00. 2 44 10.00 216.00 470.00 216 00 3 45 10..00 211 00 509.00 211 00 2 46 0.00 206.-00 470.00 206 00 3 47 '0 00 198 00 405 00 198.00 2 , 0.00 197.00 405:00 197.00';. 3 .' . .48 49 0-00 161 00 19.00 162 00 4 50 19 00 162 00 207.00. 175 00 4 51- . 207.00. 175.00 "509.00-'.. '208.00 ........'• . '- , ..... User Specified 'Y-Origin = 120 00(ft) ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez Type Unit Wt. Unit Wt. Intercept 'Angle Pressure ConStant Surface No (pcf) (pcf) (psf) (deg) Param (psf) No 1 i25 .O 130.0 200.0 30.0 0.00,-, 0 0 1 2 110.0 -ll5.0 5000',. 0.0 0.00. 0.0 3 110 0 115 0 400 0 20 0 0 00 0 0 - 1 - 4 125 0 '130 0 300 0 30 0 0 00 0 0 1 ' 1PIEZOMETRIC SURFACE(S):SPECIFIED. • . .. .,. . ' . 5. '. "•• '• Unit Weight of Water = 62. 40' (pcf) . - Piezometric Surface No 1 Specified by 2 Coordinate Points ' Pore Pressure Inclination Factor '= 0.50 1'* Point. , X-Water . Y-Water. . . 5 . •. . S i'(ft) :' (ft) l 000 23400 2 509.00 234.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 5000 Trial Surfaces Have Been Generated .50 Surfac'e(s) Initiate(s) 'From Each Of' 100 Points Equally Spaced .. '. Along The Gound Surface Between X = 0.00(ft) ...' , and X = 50.00(ft) - Each Surface Terminates Between X "'175-.00(ft) -, and X=509.00(ft)4 5- . . Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0 00(ft) . lO.00(ft) 'Line Segments Define Each Trial Fail ur6 Surface. Following Are Displayed The Ten Most Critical Of The Trial .' .''Failure Shrfaces Evaluated. TheyAré .. - - ' . : . Ordered- Most Critical First. .' - S . •,, •: ' 5•,• - , Safety Factors Are Calculated By The Modified Bishop:MCth'ôd :' Total,Nuxnber of Trial Surfaces Evaluated = 5000 .. . '. Statistical Data On All Valid FS Values: FS Max = 14.212 FS Min = 1.100' FS Ave= 3.862. Standard Deviation = 2.613 Coefficient of Variation. 67.64 Failure Surface Specified By 19 Coordinate Points - S Point, "X-Surf Y-Surf' , , .,; . .•. No (ft) (ft) 22.73 . 235.91, 2 -,. 31.11 .230.45 3 1 3996 22581 4 49.22 222.03 5 58 80 219.'151 68.61 ' 217.19 78.55 216.17 8 88.55 216 10 9 ' 98.52 - 216.98 10 108.35'218 81 11 117.96 221.55 12 12727 225 20 ' ' '' ''' ', ::" 13 -136.20, 229.72- ' ,' , 14 1 14465 23506' 15 152.,56 ' Z 241.18: 16 159.85 248.02 - : \leighton\960000'-1\960134 es"1\g1enff8 005\eng\slop Ij OUT PageP 3 17 166.46 255.53 18 172:32 263.63 19 176.66 271.00' Circle Center At X =84.29 ;Y =. 321.22 ; and Radius=' 105.20 • Factor of Safety: 1-.l00 *** Individual data on the 55, 'Slices Water Water Tie Tie Earthquake Force Force• Force r Force Force Surcharge Slice Width Weight Top :-:Bot ' Norm ,Tari:r Hor :Ver' Load,, No:.: (ft) (lbs) (lbs) (lbs) '" (lbs) (lbs) "p (lbs) . (lbs) ''(lbs) 1 ?2.9 .326.5 -0.0 0.0 ;''..0. 0.0.0.0.0 '0.0 5.4':"2392.0 . ''0.0:- 720.3 ''.0. 0.' '"0.0' :'' 0.0. 3.- 09 .586.4 - 0.0 228.3 . 0 '.0. .0.0. :'. 0.0 0.0 4 l...9 1474.8 0.0 805.31 0 0 0 0 0 0 0 0 5'',' 6.1 6278.4 0.0 2829.2' .0. 0. :' 0.0 "0.0 . 0.0 6' .-9:.3 13566.7 i 0.0 6288.8,'. ''j,'. 0. 0. ; I' 0.0 0.0 0.0 - 0.1 . 187.9 " 0.0 . ' 86.1 ' ' 0.. - , o;o:. 0.0 0.0' 8, 0.71145.4 0:0 525.0 0. '.0. 0.0 '',O'.O' 0.0 9,'.. . 2.'0" "3664.9 0.0 l629.2. 0. : . '0.. 'O;O . 0.0 10''.....'0.7 1290.8. iO.0 553.1 .' . .0. 0. , 0.0' - 0.0 '0.0 11 3 3 7129 5 .0 .0 -2923.9 0 0 0A 0 0 0 0 .12 . 2;8 6840.4 0.0' 2648.9k 0. 0. ' 0.0 0.0 0.0 - 13. 0.8 .1970.0 0.'O '.723.1 ' ' 0. " '0. 0.0 :0.0 - 0.0 -. 14., 5;4' 15424.3 0.0 .'5379.2 .0. 0.'':' 0.0 0.0 :. .' 0.0 15 . 1.0 3094.4' 0.0 1030:0 ' ' 0. 0. ':. 0'.'O 0.0' '0.0 16 :0.1 313.1 . 0.0 , 103.7 0 0. "..' 00 ' 0.0'. - 0.0 17 2.5 8085.6 0.0 2640.3 0.' 0. ' 0.0' ,0.0 - 0.0 18 7.4 .26430.8 0.0 .7970.4 0. . - :, 0.0 , :o.o 0.0 - ' - 19. ' 0.1' '' 381.3 0.0 110.2 0. - 0. 0:0 '0.0 - ,0.0 20, ,25 9537.0 '0,0 2724.7' 0. 0. .0,.,0 0.0 . 0,0' 21 5'. 4... 22486.3 0.0 6064.2" .0. - 0." . 0.0 ,. 0.0 ' -0.0. -. .22 0.2 856.2 0.0. "222.9 . . 0'. - 0 0.0 , 0.0' 0.0 23 0.3 1279.7 0.0 - 334.5 0.- 0.0 00 0.0 •' 24 .. 4.1 17731.8 0.0 4523.4 . 0.' o:' .0.0 0.0' 0.0 25 , ' 5.9 27542.0 .' 0.0 '6567.9 , ' .0.. 0. 0-0 ' O.0',-O.o 26 - 0.5, . 2373.2 ". 0.0-j. 5434 ' ....0 0. :' 0.0 . . , 0.0 '"0.0 -' 27 3.0 •14372.8 0.0 -3231.2 - 0. ' 0. 0.0. ''O..O , 0.0 -: 28 ' 0.5 2502.6 0.0 549.8 0. 0. 0.0 .' 0:0 0.0 " 29 ' .9:8 , 46703.4' ' . 0.0 10049.3 ' 0. 0:' ' 0.0 0.0' 0.0 , 30":.' 07 3021. 9,. ' '0.0 .639.2 . 0. 0; '. '0';0 0.0, 'OO '31 " 0.0-. ' , 120.6 ' , 0.0 ' 25.4 - o..:' , 0. '0.0 ,' 0.0 - . 0.0" , 32 3.5 16231.6 0.0 ' 3293.7 o' :, .0. 0.0. :00 0.0 -3 3 3.5 16336.4 . 0.0 '3066.5,. ,0.".0.!, .o.o ':' 0:0 .,, 0.0 - 34' ' . 1.9 9083.4 ' .0.0 1599.0 0. 0. ' ." .0.0 0.0 . . 0.0 35 ' 1.1 5355.9 - 0.0 934.1 0. 0. . :0:0 0.0 . "'0.0' 36 8.2.' 38236.5 0.0 ' 5694.6 0 . 0.'- 0.0 " - '0.0 0.0" 37 7.5 ' 34548.8 0.0 ' 3622.6 0. , ,, .0. , 0.0''' '0.0 0.0 1.4' 6405.4 .. 0.0 459.3 '.' 0. "0. 0.0 " '0.0 . .. 0.0 39 ,' 0.4 2025.9 ' '0.0 137.4' 10. 0. ,;0.0 ' 0.0 ' ' 0.0 40. ' 2.4 10508.2 .0.0 565.8 0. 0. :0.0 0.0 ,.- '0.0 41 , 4.0 17143.5 0.0 • .368.7 0. 'p. 0.0' Y 0.0 ' 0.0"'". 42 • 1.6 6571.0 0.0 . ' 0.0 0. '.. ;' o: 0.0" -o.o ' ' : .: 0.0 * 43': 01' 376.5' 0.0 .0.0;. 0. , 0:-.,'0.0 00; .0:0 ' 44' .1.2 4942.8 0.0, 0.0 '. 0. 0., 0.0 0.0,, '0.0 45 ' 26 , 10146.4 ' 0.0 0.0 !', 0: - 0. :00 0.0 o'.o, 46 2.6 9674.2 0.0 , 9.0 " . 0. 0. 0.0. 0.0 -, 0.0 - 47 1.0 •. 3487.9 0.0 - 0.0 0. -0. 0:0 - 0.0 0.0 •. 48 0'..3 1172.2 .0.0 ' 0.0' 0. o: 0.0 - 0.0 •;,: ' 0.0' 49 02 8188 00 00, 0 0 00 00 00 50 3.4 11678.9: ' 0.0, 0.0' o. , a. " :0'.0,. L, 0.0 ' "0.0 51 - 3.8 11721.0 0.0, - 0.0 . - 0. 0. ' 0.0 ' '0.0 0.0 52 15 40084 00 00 0 0 00 00 00 53 .' '5.2 11855.0 0.0 ' 0.0' 0. 0.' '. ,0.0 ' 0.0 ' ' ' oo 54' - ' ' 5.9 8376.8, ' 0.0 0.0 :0. , 0. . o:o 0.0 - 100 55 - 4.3 1999.7 ' 0.0 0.0 • 0.- ., ,0. '00- --:0.01. .' 0.0 -' Failure-Surface Specified By 20 Coordinate:,Points ' . - ',., ,• : ' • P \leighton\960000-1\960134 005\eng\slopes-1\glenff8 OUT Page 4 Point X-Surf . Y-Surf- . : . I . . No. 2 (ft). (ft) 1 21 72 235.87: U 2 3022 23061 3. -: 39.16 226.12 4 48.45 222.43 I I 5 58.03 21956.-' S 6 67.83. 217.54: . . U . . . . 7 ''; 77.76 : ...... 8 :1 87.75 216.11 - .• . . .. 0 .,. 0 I 97.74 - 216.70 . . . I 10 1071.63 218.17 J . 11 .' 117.35 S - 220.49. . . . •.... . . . . . 12 ,. 126.84 0 :223.66 . 13 136 01 227..64,_ ..14 144.80 232.42. 15 . 153.14 237.94 16 160.96 244.17k I : . 17 ::. 168.21 . 251.06 258.56 . L . . . . . 18 174.82 19 1 . 180.76 266.60 . : - •. : 20' 183.44 271.00 I Circle Center At X = 85 92 Y = 330.13.; and Radius = 114.05 . Factor of Safety U . . ....... . 1.117 *** . . S .- . •0 ..:. :: ......Fai1tire Surface Specified By 211 Coordinate Points 5 Point - X-Surf 5 Y-Surf . . . . . . .. . No.1 1, (ft) . (ft) .. -. .1 S -.,1': 12.12 . 235.48 2 19.56 . 228.80, 222.89. . . ... I .. . . • . 27.62 . • . S 217.81' . - . 5 . 45.32 213.62 . . S •• •• J . . •36.24 . 6 .' 54.77 ; S 210.35. • .. .: .• . • - • I . 5 • 64.50 8 : 74.41 • 208;04 . •.-• . ., • 206.71. 84.40 • 206.381 U 10 94.38 - 207.04 • . • 5. •. 11. 104.24 . 208.70 0 ': • . .: . 12 - :113.89 211.33 - •• 0 13 .123.23 5 . . .5 214.90 - • • . U . .'14. - 132.16 • 219.40 . . • 0 . .,• • •: ...... 15 . 140.61 .5 224.76 • . 5 . 16 • j ' . 148.47 230.93 . • • . . . S • . . : 17 . • 155.68, 237.86 • . • • - 18 162.17 245.47 • . -. . ' • . S U '• 19 - 16786 - . 253.69 . '. . : . ' • - - . 20 ,. 172..71 . 262.44 1 .21 - 176.39 . 271.00 J . Circle Center At X = Factor 82.75 ; Y = 306.56; and Radius = 100.20. - :•. . . . of Safety ••. .1 . S - - 1.123 .. • . Fai-lure'S,irface Specified By 18 Coordinate Points S 5- Point . X-Surf Y-Surf . = S S • JNo.(ft) . , , (ft) I 1 40.40 2 - 48.43 236.62 ' . . - • = - : .-,. 230.65 3 . 3 57.07 - • 225.62 . : .- J 4 66.23 4 . 221.60 . , . . . S - • S '. 5 75.78 - 218.'63' •: . . :-. . I . .6 85.60 - 216.77 • ''- : • . 5, • . .• 7 . 95.57 216.02 8 105 57 216.40 9 115.45 217.90 : , .• • . . . 220.51. I . •- 10 125.11. . 11.: 134.41 - .. .. .5 5 .5 . S.; • . • 224.19 1 12 .: H 143.23 • .228.90 -• : . . ', - -:' ... I J I •-. •'• . ' . -•. . . . . .4 . . .. I P \leightori\960000-1\960134 005\eng\slopes-1\g1enff8 OUT Page 5 13 151.47 234 56 I . . 14 159.01 241.13 15 16577 248.50 16 171.66 256.58 17 '' 176.59 265.28 ... •.t. . 179.03 271.00 ' . •' .' I . '18- Circle Center At X= 97.17 ; Y.,= 304.41 ; and.Radius= 88.42..' Factor of Safety -*** 1.128 .. ... . . . Failure Surface Specified By 22 Coordinate Points I ' . ' - Point XrSurf Y-Surf . .- ... . .'. . .No. (ft)' (ft) •. . :. , . 1 7 .58,23530 2 . • 15.21 • . ,. . .228.84 , - • I 3 2341 22312 1 4 :. 32.10 - 2181.18' .. . . 5 41'.22 214.08 ' 6 50.69 , 21O.84 7 60.41 - 208.50 . . . 8.T - 70.31, -' 207.08 • .. . ,. - .• .- .. 9 '. 80.29 206.58 . .- -.• . . 10 90.28 207.02 .11 100.19 208.38 . . . 12 -. . 109.93 . 210.66 13 119 41 213 84 14 . 128.55 217.89 - 15 137.28 222:7.7 -16 145.51 - 228.45' : . • 17 153.18 234 86 18, 160.22 241.97.. 19 .166.57 249.70 - . . . . 20 172.16 - .257.98k '21 ' I 176.97 266.75 22 ' '. 178.80 , 271.00' . '- , , . .• .. .. - - * ' '- . Circle Center At X = 80.57.; Y-= 313.66 ; and Radius = - '107.09 " ' I . .. . - Factor of Safety .- -: 1.129 ••*** Failure Surface Specified By 20'Coordinate Point ' -- , Point X-Surf Y-Surf No. (ft) - ft .. . . , . . . 1 . - 32.32 • 236.29 2 40.67 • 230.79 • • . - - 3 49.50 226.710, . 4 58.74 -222.26 I 5 ' 68.29 219.30' -. • ' 6 ' 78.08 217.26 7 88.02 ' . 216.15 !. ' . .. . . .. . . . 98.02 ' 215.98 107.99 ' 216.76 10' . 117.84 218.47 . . . ', . • :- ' 11 127.49 221.10 - . . ' -. • 12 - 136.84 - 224.63' . 13 145.83 229.02' 14 - 154.36 234.24 ' ' ' . - ' ., ' . . 15 162.36 240.24 16 169.75 246.97 17 . 176.49 254.36k I .. 18 - - 182.49 262.36 19' 187.72 270.89 : 20 187.77 271.00 , Circle Center At X =94.80 ; Y = ', 321.97 ; and Radius =- 106.03 ......... Factor of Safety • . " . . .. *** 1.133 *** - -•-' ' :. , Failure Surface Specified By 19 Coordinate Points - . . . • - . . Point X-Surf Y-Surf, :- -' .' .-- . • ... ' I No. - (ft) • (ft)' - 1 27.27 236.09 '•'' C. I J P \leighton\96000'b-'1\960134 005\eng\s1opes'1\g1enff8 OUT Page 6 2 35.71 230.7 2 3 44.61' 226.15: I 4 53.89 222 44 5 63.48 219.59 6 7329 21766 • ' . 7' 83.23 - 216:64. ' . ' .• ... ., 8 93.23 21655 ' 9 103.20 217.38; a 10 . 113.04 : .219.14F - . . ' 11. . 122.68 221.81. .. . - I : .' . .... . , I 12 132.03 22536 13 141.01 229.76 14 .., 149.54 .234.98 15 '. , 157.55 240.97 . . .. .,.- 164.97 •'247•67;, ' , . '. ' :"•' .. . I' 17 171.73 255.03 . 18 $ 177.78 263 00 19. ' 182.77 .. 271.00 I . •, . Circle Center At X = 89.21 ;' Y = 324'.'04 ; and Factor of Safety. Radiüs'= .107.57 , *** 1.134 ., Failure Surface Specified By 22 Coordinate Points Point . X-Surf Y-Surf. .' I . No. -, (ft) •(ft)1 . . . . -.. . ... 9.60 235.38 . . -. . S..', 2 17.33 229.04. , .. 3 25.59 223.41t* I '4 . 34.32 218.53 5: 4345 . 214.45 '; . 211.19 1 52.90 7 . 62.61 208.79- 72.4§ . 207.26 9 , ' 82.47 206.61 10 - ' 92.47 206.85 5 11 . 102.40 207.98; I ... 12 . 112.20 209.99 . 13 - 121.78 .. 212.85ç . .' '14 . -. 131.07 . . 216.56 15 139.99 221 08 16 148.47 . 37 -_- ' . .4 . :• 17 .' 156.45 232.40 ,•. -. - .: 18; 163.87 '4 239.11 19..170.65 246.45 '20. " 176.76 21 182.15 262.80; 22 , . 186.41 271.00, Circle Center At X = 84.74 ; Y= 319.02 ; and Radius=, 112.43 . Factor of Safety . . . •; . ,, . .. ***' 1.139 Failure Surface Specified By 21 Coordinate Points Point , X-Surf - Y-Surf. • ' . - . ..,. . .4 .. , 4 No. . . (ft) (ft) I , 5.,...., I .. - 1 .- 19.70 . 235.79 4- '2 . 26.93 228.88 3 ' 34.86 222:79 4 43.39 . 217.58' . . 5 52.44 ,. 213.32 • . ' , 6. . 61.89 .210.05 . : . -S .4 .• S . 7 . 71.64 ' 207.82 8 : 81.57 206.65'. .. 9 91.57 . ., 206.55 .. . ' , 4 ..... I . 10 . 101.52 . - 207.53 111 111.31 209.57 12 ' . 120.83. 13 129.96 216.72 ' . 14. . 138.60 - 221.76 .4 . ..........4 S •5 146.65 227.70 I - 4 I P \1eighton\9600001\960134 005\eng\s1opes1\g1enff8 OUT Page 7 - 16 154.01 234.46 • 17 160.61 241.98 18 166.36 . 250.16 . •. •: 19 171 20 258 91 20 . 175.07 .. 268.13 • ;. -: . 1 21 175.92 27i 00 I Circle Center At X = 87 49 Y = 29-9.49 and Radius = 93.02 Factor of Safety . '-..' . . . . ........... *** 1.140 *** Failure Surface Specified By 21 Coordinate Points F1 Paint X-Surf Y-Surf No - (ft) (ft) ç -- 14.65 H: 235.59 ,,'. ,. . .,•. . 2 ,- 22.04 .228.85 : . •: .: ,." I : 3 30.08 .222.91 '. .• 4' .'. 38.69 217.82 .. .. .. . ,, U 5 47.78 211.641 -. I . .6 '. 57.24 : 210.41 . . .. • - . . '7 66.99 208.17 . . U 8 76.91 '206..93, U 9 86.91 206 71 10, . 96.87 • 207.52 .- if . 106.71 209.34 I ., 12 " 116.30 . • 212. . . '. -. •., :.. (1 . 13 .' 125.56 215.95 LI . ' 14 134.38 220.66 •- . ,. , -- 15 V 142.67 226.25 • . , .. • • - I . . • . 16 150.35. . 232.66 •. . . .. '. I .17.. '. 157.33 . .239.82 U . •-' 18 . 163.54 • 247.65 - - ..-. • • 19 168.92 256.08. •. . . 20 173.41 . 265.02 21 175.68 •. 271.00. -. -. . . . . .. Cic1e,Center At X = 84.01 ';,Y = 304.33; and Radius 97.66 I Factor of Safety ***. 1.140 END OF GSTABL7 OUTPUT . . . . . ...... S U • S • . . 1 LI t• I J 4, J •. .• 1 1 i.J 5. { I J I I J I - - ., . ,• St- -. '-- p -I , V • 5 , - •-• .- Leighton and Associates, Inc. - GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page lof6 LEIGHTON AND ASSOCIATES, INC. ' • .- I GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 4 , - . •,. r * 4 4 •• 1.0 General . • .. - . '• - • - V. - - •' • L 1 Intent These Genera! Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical V report(s) These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendatibns that could supersede these specifications or the recommendations in the geotechnical report(s) 1. •, -. • :, • - • 1.2 The Geotchnical Consultant of Record: Prior to commencement of work, the owner shall -, - employ the Geotechnical Consultant of, Record (Geotechnical Consultant). The -. Geotechr!ical Consultants shalF be responsible for reviewing the approved geotechnical V . report(s) and accepting the adequacyof the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading 'Prior to commencement of grading,, the Geotechnical Consultant shall review the"work • plan' prepared by the Earthwork Cdñtractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testihg. V V V V 'During the grading and earthwork operation, the Geotechriical Consultant shall Oberve, map, and document the. subsurface exposures toVerify the geotechnical design,, V assumptions. If the observed conditions are found to be Vsignifican.tly different than the V • interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in . design to accommodate the' ôberved V conditions; and notify the review 'agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include naiural ground: after it has been cleared for receiving fill but before fill is placed, bottoms of all "remèdiál removal" areas, all key bottoms, and benchesmade on sloping ground to receive fill. V - V •' • - V 5 .. . . 'I The Geotechnical Consultant shall observe the moisture-conditioningand prbcessing of the ' subgrade and fill materials and perform relative compaction testing of fill to determine the : V attained level of compaction. The Geotechnical Consultant shall provide the test results to' the owner and the Contractor on a routine and frequent basis. . V i - . - V • • I . . •4) .4 a ' . • • V V V.54. 4 .- • .• I ' • . I ' V V - S V V 4 •.. 4* V V V • . V V ' V - V V V • . . V . 4 • VV - - • ( • •• • - 4 - V • V . V •4 " - • • • V • • V .4•. t, • S ,' - - V J i . . VV • ••: - • 3030 1094 Leighton and Associates Inc c GENERAL EARTHWORK AND GRADING SPECIFICATIONS A. Page 2of6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor)shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture--conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnicat rport(s), and these' - Specifications prior to commencement of grading. . The Contractor shall 'be solely responsible for performing the grading in accordance with the plan and specifications. t. The Contractor shall prepare and submit to the owner and the Geotehnidal Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of dail earthwork contemplated for the site prior to commencement of grading The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in - advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall-not assume that the GeotechnicalConultant is aware of all graiing operations: The Contractor shall have the sole responsibility to provide adequate eqUipment and methods to accomplish the earthworkin accordance with the applicable grading codes and - - agency ordinances, these Specifications, and the recommendations in the approved . geotechnical report(s) and grading plan(s). If, in the opinion' of the Geotechnical Consultant, unsatisfactory condition, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient luttresskey size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recomend to the owner that construction be stopped until' the conditions are rectified. - 2.0 Preparation of Areas to be Filled .- . -2. 1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. - The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions Earth fill material shall not contain more than I. percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. ' 1. If potentially hazardous materials are encountered, the Contractor shall stop work in the 4 affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area As presently defined by the State of California, most refined petroleuni products (gasoline, diesel fuel, motor oil, grease, coolant; etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, •• and shall not be allowed. - • •- 3030 1094 : + I - •:a -. Leighton 9nd Associates, Inc., GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3of6 a * a r 2.2 Proessiñg: Existing ground that has been delared satisfactory for support of fill by the Geotechical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section Scarification shall continueuntil soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction 2.3 Overexcavation In addition to Iremovals and overexcavations recommended in the 4 approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly 4ractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading 2.4 Benchin Where fills are to placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched Please see'the Standard Details fora graphic illustration w The lowest bench or key shall be a minimum of 15 feet wide and a at least 2feetdeep, into competent material as evaluated by the Geotechnical Consultant.. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placedon ground sloping flatter than 5:1 shall also be benched ór otherwise overexcavated to pro'ide a flat subgrade for the fill 4 1 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed,".mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement! A- licensed surveyor shall provide the surve' control for determining elevations of processed areas, keys, and benches 30 Fill Material 4 3.1 General I Material to be used as fill shall be essentially free of organic matter and other deleterious substances-evaluated and accepted by the .Geotechnical Consultant prior to placement. Soils of poor quality, such -as those - with - unacceptable gradation, high expansioI potential, or low strength shall be placed in areas acceptable to the Geotechnical 4 Consultant or mixed with other soils to achieve satisfactory fill material 3.2 - Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension-greater than 8 inches, shall not be buried or placed in fill unless location, - -• • . materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations- shâll be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified - fill. Oversize material shall not b&placed within 10 vertical-feet of finish grade or within 2 feet of future utilities or underground construction 3030.1094 • • - -• - . - - • a 4 - I , .- • -- - -- •-• - ..- Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIO NS Page 4of6 5. 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3h. The potential import source shall be given to the 5 Geotechnical Consultant at least 48 hours (2 working days) before importing begiiis so th5at .its suitability can be determined and appropriate tests performed: . .5' V . . - - - 40 Fill Placement andCompaction r . V., 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The ,Geotechnical -Consultant may accept thicker layers if testing indicates the grading procedures can adequately compct'the thicker layers. Each lager shall be spread evenly - - and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2': Fill Moisture Conditioning: Fill oils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at *or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in . accordance with the American Society of..Testing and Materials (ASTM -Test Method D1557-91) 4.3 Compaction of Fill After each layer has been moisture conditioned, mixel, and evenly 'spread, it shall be uniformly compacted to not less than 90 perceht of maximum dry density (ASTM Test Method D1557-91): Compaction equipment shall be adequately sized and be * either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. V 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures speCified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot 5 rollers. at increments of 3 to 4 feet in fill elevation, or by other methods producing 5 satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of' maximum density per ASTM Test Method D1557-91. • V . . 4.5' Compaction Testing: Field tests fdr:moisture content. and -relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests • shall be at the -Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis: Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to . • inadequate compaction (such as close to slope faces and at the fill/bedroôk benches). ' V •J V -Vp- V ' . • V. .i• • - $ . ,' 5' p - - V • ' V. . .. 5. .'V '• S -s .' V • • V IV'' V • '4 • - V 5 - V. V • V 45 V •V . V V 3030,1094 • V • - , V V ' • V V VV • V.. • - • • V - ', :c' , • ,• V V V. V - I Leighton and Associates, Inc. ' GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.6 Frequency of Compaction Testing: Tests shall betaken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope I face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotéchnical Consultant. The Contractor shall stop or slow down the earthwork construction if these 1 minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location.. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation I Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions I encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the U Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. I 3030.1094 I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of:Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to I foot over the top of the conduit and densified by jetting. Backfill shall be placed and densifiedto a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by -the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 3030.1094 FILL SLOPE -------------------- COMPACTE I L Er PROJECTED PLANE— TOE OF SLOPE TO 1 TO 1 MAXIMUM FROM APPROVED GROUND- 4 REMOVE ----- '. EXISTING ...-:-:,. UNSUITABLE .., GROUND SURFACE,. " BENCH 'BENC EI GHT MATERIAL (4' TYPICAL) 15' MIN. 2' MIN. LOWEST -KEY BENCH .' . DEPTH (KEY) . FILL-OVER-CUT SLOPE 1 OMPACTED ..- EXISTING - - - GROUND SURFACE) - BENCH HEIGHT '(4' TYPICAL) 2%M 1N -15' MIN. - - . LOWEST •. - REMOVE -. 2' MIN. BENCH . . UNSUITABLE , KEY (KEY) MATERIAL DEPTH - OUTFACE - - SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS. / - . EXISTING--------../CUT FACE SHALL BE GROUND CONSTRUCTED PRIOR CUT-OVER-FILL SLOPE . SURFACE, ,TO FILL PLACEMENT . . - . '/:-::-c-- -:-:-: OVERBUILD AND --Y-.---Y . . '• TRIM BACK REMOVE :DESIGN SLOPE •' QMIc1E'Q j • UNSUITABLE , .. PROJECTED PLANE --i-FI MATERIAL 1 TO 1 MAXIMUM FROM TOE. OF SLOPE ' FOR - SUBDRAINS SEE TO APPROVED GROUND -- BENCHJ J-BENCH HEIGHT STANDARD DETAIL C (4 TYPICAL) - 15' MIN. 2' MIN. I LOWEST . • . - . . , . . KEY • BENCH . BENCHING SHALL BE DONE WHEN SLOPES 4 4 DEPTH (KEY) - ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. -. • - ). 4 4. .4 4 - - 4 . . . ... . GENERAL EARTHWORK AND •.. ..-- • -. KEYING AND BENCHING 4 GRADING SPECIFICATIONS ' • . • •- . 4 • - STANDARD DETAILS A •. .4 • - & - '• . - 4 . . - • LEIGHTON AND ASSOCIATES FINISH GRADE + - ------------- SLOP _ _: :\:: : OVERSIZE WINDROW, - - -A. - - - . t -6" MAX - •. - - * OVERSIZE ROCK IS LARGER THAN -- 8 INCHES IN LARGEST DIMENSION. - - - -- EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE - -ROCK. GRANULAR. MATERIAL - T DENSIRED IN PLACE BY BE DETAIL - ..J * BACKFILL WITH. GRANULAR SOIL JETTED FLOODING OR -JETTING . OR FLOODED IN PLACE TO FILL ALL THE . . • ,. VOIDS. DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE P * r * WINDROW OFBURIED ROCK SHALL BE .• . PARALLEL TO THEFINISHED SLOPE ETTED. OR 'FLOODED - . •-- . l-. . .. . 1 : GRANULAR MATERIAL • . TYPICAL PROFILE ALONG WINDROW . . - - . - - -... -: • OVE SIZ' • GENERAL EARTHWORK AND .ROCK GRADING SPECIFICATIONS DISPOSAL . - -. STANDARD DETAILS13.- LEICH TON AND ASSOCIATES I I I EXISTING GROUND SURFACE :-:-. OMP Ac TED : RIB I I I BENCHING SIJBDRAIN TRENCH SEE DETAIL BELOW REMOVE UNSUITABLE MATERIAL 6' MIN. OVERLAP / CALTRANS CLASS 2 PERMEABLE-- OR #2 ROCK (9FT3/FT) WRAPPED'> .°." IN FILTER FABRIC 7, • / .: •. FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT)' 6" MIN. COVER 4" MIN. BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS [1 I I I I I I L I I DESIGN FINISH GRADE 10' MIN. --------------- BACKFILL - -:-:COMPACTED FILL: :..-..- ------------------------- 20' MIN. I5' MIN. PERFORATED NONPERFORATED 60 MIN. FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) ..—CALTRANS CLASS 2 PERMEABLE - OR #2 ROCK (9Fff3/FT) WRAPPED - IN FILTER FABRIC I I I CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C LEIGHTON AND ASSOCIATES 15' MIN. , 1 • , • ,. p •• -- .- 4 OUTLET PIPES Iv,I 4 0 NONPERFORATED PIPE - BACK CUT 100 MAX O.C.HORIZONTALLY r 1:1 OR FLATTER 30 MAX O.C.VERTICALLY F - - -" BENCH SEE SUBDRAIN TRENCH ) - - DETAIL - - LOWEST SUBDRAIN SHOULD - COMPACTED FILL BE SITUATED AS LOW AS POSSIBLE TO ALLOW - - : SUITABLE OUTLET ---------------------------- -: - --- - F 27.MIN - - F KEY WIDTH L AS NOTED ON GRADING PLANS ' 12" MIN OVERLAP KEY DEPTH (15' MIN.) - ' FROM THE TOP HOG (2 MIN.) •. RING TIED EVERY I •. -. 6FEET 1—CONNECTION / FOR COLLECTOR -..' PIPE TO OUTLET-PIPE CALTRANS CLASS II PERMEABLEOR.#2 ROCK (3 FT3/FT). L , WRAPPED IN FILTER ,..-- 16" MIN. •. FABRIC JCOVER V NON—PERFORATE PIPE OUTLEI PIPE _ PERFORATED' -/MIN. BEDDING PROVIDE POSITIVE. FILTER FABRIC -. SEAL AT THE ENVELOPE (MIRAFI: JOINT • 140 OR APPROVED EQUIVALENT) - - SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdrain collector pipe shallbe installed with perforation dawn or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non—perforated,. pipe. .-The subdrain pipe shallhave at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes are used. All subdrain pipes shall have, a gradient of at .- least 2% towards the outlet. . . . SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40, or • ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl.Chloride , Plastic (PVC) pipe. ' All outlet pipe shall be placed in a trench no wide than twice the subdrain pipe. Pipe shall be iri soil of SE >1=30 jetted or,. flooded in place except for the outside 5 feet which shall be native soil backfill BUTTRESS OR GENERAL EARTHWORK AND REPLACEMENT FILL . GRADING SPECIFICATIONS .. .•.. SUBDRAIN S STANDARD DETAILS D . .,. . . . - - , LEIGHTON AND ASSOCIATES 4. - I SOIL BACKFILL COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL. : - : : WALL WA TERPROOFING 4__ I'v:I 6" iMIN FILTER FABRIC ENVELOPE PER ARCHITECT'S 0 140N OR APPROVED. 0 EQUIVALENT)" k-1 MIN TO 1-1/27,CLEAN GRAVEL FINISH GRADE I - 4 (MIN) DIAMETER PERFORATED I I' f, 0 :PVC PIPE (SCHEDULE 40 OR / I 0 :: EQUIVALENT) WITH PERFORATIONS 0 ORIENTED DOWN AS DEPICTED 0 -:-:-:-:• - -4- - - -COMPACTED FILL - L 0° - - MINIMUM 1 PERCENT GRADIENT 4 - --------- - - -------3 MIN. WALL FOOTING COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE 'PRODUCTS SUCH AS MIRADRAIN OR • -: J-DRAIN MAY BE USED AS AN ALTERNATIVE TO.GRAVEL ORT - ' - - - - . •-' CLASS 2 PERMEABLE MATERIAL. INSTALLATION. SHOULD BE . PERFORMED IN ACCORDANCE WITH MANUFACTURER'S .- - - - SPECIFICATIONS. I ,--- -.1 . I - 1 I I I I RETAINING WALL A GE DETAIL 'GRADING SPECIFICATIONS GENERAL EARTHWORK AND -DRAIN - - -- - - - - WCI-ITON AND ASSOCIATES STATE OF CALIFORNIA ENVELOPE COMPONENT APPROACH REC VEO CEC-NRCC-ENV-01-E (Revised 01/16) - SEP 12017 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - , c . - NRCC-ENV-01-E Envelope Component Approach I 'U,,. CARLSBAD (Page 1of4) Project Name LA COSTA GLEN LLJI_DatelPrepredJl\JSC 8/1872017 A. GENERAL INFORMATION - 01 — Project Location: - 1970 Silverleaf Circle ' - -. 06 - Compliance Method: . Component 0 Unconditioned (file Affidavit) 02 CA City and Zip Code: Carlsbad, 92009 . 07 Building Front Orientation (deg or cardinal): 0 deg -' 03 Climate Zone: 7 . C "' 08 Phase of Construction: - 0 New Construction * — El Addition 0 Alteration -' 04 tal Conditioned FI6or Area: kBcuildingType: 490 . ' 09 Building Occupancy: Nonresidential 0 High-Rise Residential, 0 Hotel/Motel Guest Room 05 0 Schools (Public School) 0 Relocatable Public School Bldg. Conditioned Spaces 0 Unconditioned Spaces 0 Skylight Area for Large Enclosed Space > 5000 ft2 (If checked include the NRCC-ENV-04-E with submittal) B. ENVELOPE DETAILS - FRAMED 01 - 02 03 04 05 06 07 08 09 10 . 11 . a Tag/ID - - - : - Assembly Type - Frame 'Material Frame Depth Frame Spacing .. --— Cavity R-value - Continuous Insulation R-value Appendix JA 4 Reference Proposed Required - - •. Field Inspection Comments Table Cell - - U-Factor - U-Factor from Tables 140.3-B, C or D - Wall - Vood 2x6 @ 16 19 0.0 4.3. 1 -A5 0.074 0.110 R-19 Wall C. ENVELOPE DETAILS — NON-FRAMED 01 02 03 04 05 06 07 08 09 10 • Tag/ID Assembly Type Assembly Materials Thickness (inches) Interior or Core 'Insulation R-value ' Continuous Insulation ,R-value Appendix JA4 Reference Proposed Required Field Inspection Comments Table Cell U-Factor - U-Factor from - Tables 140.3-B, Cor D CA Building Energy Efficiency Standards — 2016 Nonresidential Compliance ill STATE OF CALIFORNIA ENVELOPE COMPONENT APPROACH CEC-NRCC-ENV-01-E (Revised 01/16) - ' CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - ' NRCC-ENV-01-E Envelope Component Approach :' S - - (Page 2of4) Project Name : LA COSTA GLEN .' DatePepared. 8/18/2017 D. ENVELOPE DETAILS - MASS 01 02 03 04 05 06 07, 08 09 ' 10 11 - - Mass - Furring Strip Interior Exterior Appendix JA4 - Reference Proposed Required Density ' Thickness Thickness Insulation Insulation U Factor from Tag/ID Mass Type ' (lb/ft' ) ' ,(inches)- -' (inches) 'R-value .' R-value Table ' Cell U-factor Tables 140.3-B, C or D - Field Inspection Comments - . S E. ROOFING PRODUCTS (COOL ROOF) 01 02 , 03 04 .05 I 06 07 08 09 10 Mass Roof - . ' Proposed ____ Minimum Required 25 lb/ft' -' CRRC Product . Aged Solar Thermal SRI2 ' Aged Solar Thermal ' SRI or Greater' Roof Pitch ID Number Product Type Reflectance Emittance (Optional) Reflectance Emittance i (optional)' Comments 0 . . -, 01 tol o 0 - .--_'''• 01 An aged solar reflectance less than 0.63 is allowed provided the maximum roof/ ceiling U-factor in TABLE 140.3 is not exceeded 0 High-rise residential buildings and Hotels and Motels with low-sloped roofs in Climate Zones 1 through 8, 12 and 16 are exempted from aged Solar Reflectance and thermal emittance requirements. High-rise residential buildings and Hotels/Motels with steep-sloped roofs in Climate Zones 1 and 16 are exempt from aged Solar Reflectance and thermal emittance requirements. 0 The roof area covered by building integrated photovoltaic panels and building integrated solar thermal panels are exempt from aged Solar Reflectance and thermal emittance requirements To apply Liquid Field Applied Coatings, 'the coating must be applied across the entire roof surface and meet the dry mil thickness or coverage recommended by the coatings manufacturer and meet minimum performance requirements listed in §110.8(i)4. Select the applicable coating: Aluminum-Pigmented Asphalt Roof Coating 0 Cement-Based Roof Coating 0 Other NOTES: Check the box if the aged Solar reflectance was not available in the Cool Roof Rating Council's Rated Product Directory, Then use the equation in Section 110.8(i)2 where the Initial Reflectance - value from the same directory and use the equation (0.2+B(p,,,0, —0.2) to obtain a calculated aged solar reflectance value. Where p is the Initial Solar Reflectance and B is either set to 0. 65 for Field-Applied Coatings or it is set to 0. 70 for all other roofing products other than Field-Applied Coating. S S Calculate the SRI Value by using the SRI Calculator Worksheet at (http://energy.ca.gov/tit1e24/2016st0nd0rds/documents/solor reflectance/) and enter the resulting value in the SRI column "above and attach a copy of the SRI-Worksheet (NRCC-ENV-03-E) to the to this compliance document. S S CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance January 2016 STATE OF CALIFORNIA ENVELOPE COMPONENT APPROACH - ,, :• :. •:' -' C CEC-NRCC-ENV-01-E (Revised 01/16) - CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - - NRCC-ENV-01-E Envelope Component Approach (Page3of4) Project Name. LA COSTA GLEN - Date Prepared: 8/18/2017 F AIR BARRIER - - - 01, 1 '02 ' 03 - 04 .- 05 - Name Air Barrier Material Typee Air Barrier Assembly Type Whole Building Air Leakage Testing . Comments a •--',, ' G. FENESTRATION PROPOSED AREAS AND EFFICIENCIES. 01 02 • 03 04 05 06 I 07 I 08 09 10 11 12 Tag/ID - - Fenestration Type Surface Area 0riêntati0n N, S, W, E - or Roof # of Panes ___ Proposed Overhang Condition Status Comments Max U-Factor Max (R) SHGC - Mm VT Label I -• a Cost Glen Fenestration 17 ';32 '.25 0.50 NFRC No ew 2 a Cost Glen Fenestration . 17 .14' . - .32 '.25 0.50 NFRC N6' New - 3. a Cost Glen Fenestration --, 26 V .32 .25 0.50 NFRC No New 4 a Cost Glen' Fenestration ' 26. N - ).32 .25 0.50 NFRC No 14ew 5 a Cost Glen Fenestration 26 N _).32 -. .25 0.50 NFRC - No ew 6 a Cost Glen Fenestration 17 N 2 ).32 .25 0.50 NFRC No 14ew 7 a Cost Glen Fenestration 17 3 - ' 3.32 . .25 10.50 NFRC No ew H. ENVELOPE MANDATORY MEASURES . • . Indicate location on building plans of Mandatory Envelope Measures Note Block: ENV-MM - -. INSTRUCTIONS TO APPLICANT ENVELOPE COMPLIANCE & WORKSHEETS (check box if worksheet are included) For detailed instructions or; the use of this and all Energy Efficiency Standards comliance documents, please refer to theEnergy Commission website. - - D NRCC-ENV-01-E Certificate of Compliance. Required on plans forall submittals. -0 -- NRCC-ENV-04-E 'Use when minimum skylight requirements for large enclosed spaces are required in climate zones 2 through 15. Optional on plans. - • 'ii CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance - January 2016 . r a * STATE OF CALIFORNIA . .. ENVELOPE COMPONENT APPROACH CEG-NRCC-ENV-01-E (Revised MMIYY) CALIFORNIA ENERGY COMMISSION ' CERTIFICATE OF COMPLIANCE NRCC-ENV-01-E Envelope Component Approach (Page 4 of 4) Project Name: LA 'COSTA GLEN .. Date Prepared: '.8/18/2017 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT t . 1. I certify that this Certificate of Compliance documentation is accurate and complete. . . Documentation Author Name: - Documentation Author Signature: X. Company: IDS Signature Date 8/18/2017 s Address: . CEA/ HERS certification Identification (if applicable): City/State/Zip: - Phone: . .4 , RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: .. The information provided on this Certificate of Compliance is true and correct. I am eligible under Division 3 of the Business and ProfessionsCode to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. The building design featurs or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to th enforcement agency for approval with this building permit application. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: - Craig T. Chinn . Responsible Designer Signature: - . Company: ADC Date signed Address: - . 23231 South Pointe Dr. C-34162 City/State/Zip: Laguna Hills CA 92653 Phone 949.267.1660- - - - -• - . - - . . I. 9. STATE OF CALIFORNIA •. 7 FENESTRATION WORKSHEET CEC-NRCC-ENV-02-E (Revised 09/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE :' . NRCC-ENV-02-.E Fenestratibn Worksheet - • (Page 1 of 3) Project Name: LA COSTA GLEN DatePrepared 8/18/2017 . - - p A. WINDOWS DETAILS Worksheet - §140.3(a)68, Cand 0 . ., . NOTE: Newly installed fenestration shall have a certified NFRC Label Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-B. Site-built fenestration less than 1,000 ft2 see Reference Nonresidential Appendix NA6. . Prescriptively, skylights shall have a glazing material or diffuser that has a measured haze value greater than 90%, determined according'to ASTM 01003, or other test method approved by the Energy Commission. . 01 02 03 04 05 . 06 I 07 I 08 I 09 10 11 I' '-12 . 13 .14 Fenestration Overhang U-Factor SHGC VT Dimensions - Calculated .5) 0 5) ..:. .+ . Max Window Type Surface g-g- 0 Fni 0 0 g- -. , ..- (R)SHGC (R)SHGC Tag/ID . (e.g., Window-1) . Area .°- < °- < H V H/v . Proposed Allowed 1 Window 17 0.320 . 0.250 0.250 0.500 0.42 2 Window - 17 0.320 0.360 0.250 0.250 0.500 O.42( - . .• . 3 Window . 78 E0.320]O.360 1 0.250 0.360 0.250 0.250 0.500 0.421 .. . 4 Window 17 0.250 0.500. 0.42 B. WEST WINDOW AREA CALCULATION - See §140.3(a)5A Gross West Exterior Wall Area 414 ft2 x 0.40=' 166 ft2 40% of Gross West Facing' Exterior Wall Area; .or West Display Linear Perimeter 0 FT x 6 ft = 0 ft2 West Display Perimeter Area .' Enter Larger ofior2 . . 166 ft2 MaximumStaridardWestArea . Enter Proposed West Window Area . . 95 ft2 Proposed West Window Area Note: If the PROPOSED WEST WINDOW AREA is greater than the MAXIMUM STANDARD WESTAREA then the envelope component approach may not be used. . . . . .. . . - C. WINDOW AREA CALCULATION - See 14O..3(a)5A Gross Exterior Wall Area 698 . ft2 x 0.40 = 279 ft2 40% of Gross Exterior Wall Areaor - - Linear Display Perimeter - 0 FT x 6 ft = - 0 . ft2 Display Perimeter Area - Enter The Larger of 1 or 2 - 279 ft2 Maximum Standard Area Enter Proposed Window Area 147 ft2 Proposed Window Area . Note: If the PROPOSED WINDOW AREA is greater than the MAXIMUM STANDARD AREA then the envelope component approach may not be used. 1 p t - - - • - . - - a CA Building Energy Efficiency Standards 2016 Nonresidential Compliance * 1 September 2016 a. I' STATE OF CALIFORNIA FENESTRATION WORKSHEET CEC-NRCC-ENV-02-E (Revised 09/16) - CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-ENV-02-E Fenestration Worksheet , . (Page 1 of 3) Project Name: LA COSTA GLEN - - Date Prepared: 8/18/2017 - A. WINDOWS DETAILS Worksheet - §140.3(a)6B, C and D NOTE: Newly installed fenestration shall have a certified NFRC Lobe! Certificate or use the CEC default tables found in Table 110.6-A and Table 110.6-B. Site-built fenestration less than 1,000 ft2 see Reference Nonresidential Appendix NA6. Prescriptively, skylights shall hove a glazing material or diffuser that has a measured haze value greater than 9096, determined according to ASTM D1003, or other test method approved by the Energy Commission. 01 02 03 04 05 06 07 I 08 L09 10 1 11 12 13 14 - Feñestration - . . Overhang U-Factor SHGC VT Dimensions Calculated Max Window Type Surface 0 CL 0 . 0 CL . 0 CL . -, . (R)SHGC (R)SHGC Tag/ID (e.g., Window-i) Area a.. < - < °- < H .. V H/V2 Proposed Allowed 5 Window 17 0.320 0.360 0.250 0.250 0.500 0.42 B. WEST WINDOW AREA CALCULATION - See §140.3(a)5A . . Gross West Exterio*r Wall Area . 414 ft2 x0.40= 166 ft2 40% of Gross West Facing Exterior Wall Area; or. West Display Linear Perimeter 0 FT x 6 ft = 0 ft2 West Display Perimeter Area Enter Larger ofior2 . 166 ft2 -Maximum Standard West Area . Enter Proposed West Window Area 95 ft2 Proposed West Window Area Note: If the PROPOSED WEST WINDOW AREA is greater than the MAXIMUM STANDARD WESTAREA then the envelope component approach may not be used. . . .-. . . . C. WINDOW AREA CALCULATION — See 140.3(a)5A - - Gross Exterior Wall Area 698 ft2 x 0.40 = - 279 40% of Gross Exterior Wall Area or Linear Display Perimeter - 0 FT x 6 ft = 0 ft2 Display Perimeter Area Enter The Larger of 1 or 2 - 279 ft2 Maximum Standard Area -. Enter Proposed Window Area . 147 ft2 Proposed Window Area. Note: If the PROPOSED WINDOWAREA is greater than the MAXIMUM STANDARD AREA then the envelope component approach may not be used. Cr September 2016 4 .- ,.2:..1 - - •,. b. . . a . . t . .4 .,.. ... - ..-.. STATE OF CALIFORNIA FENESTRATION WORKSHEET CEC-NRGC-ENV-02-E (Revised 09/16) , CALIFORNIA ENERGY COMMISSION ' CERTIFICATE OF COMPLIANCE ,. NRCC-ENV-02-E Fenestration Worksheet -4 - (Page 2 of 3) Project Name: - , - Date Prepared: - - LA COSTA GLEN 8/18/2017 D. SKYLIGHT AREA CALCULATION - See §143(a)6A - - $ ACTUAL GROSS ROOF AREA . . STANDARD ALLOWED SKYLIGHT AREA IF Atrium/Skylight Height is 55 ft; or - - 0 - ft2 x 0.05 = 0 ft 2 IF AtriumjSkylight Height is > 55 ft ft2 x 0.10 = ft2 Proposed Skylight Area (from plans) . 0 --• ft' Skylight SSR %12= Proposed Skylight Area Divided by Actual Gross Roof Area = 0.0 \ ' Haze material value greater than 90% according to ASTM D1003, or other approved method by the Energy Commission Yes] No lithe SKYLIGHT SSR % is less than or equal to 5% then choose the appropriate column in Table 140.3-B and C and row in Table 140.3-0. lithe SKYLIGHTSSR % is greater than 5% then the Envelope Component Approach may not be used. -. E. RELOCATABLE PUBLIC SCHOOL. BUILDINGS - See Section 140.3(a)8 .- Option 1 For Specific Climate Zone, use Table 140.3-B - Prescriptive Envelope Criteria. - - 0 Specific Climate Zone Metal Identification Label - Place two labels on each relocatable school building and indicate on the building plans. Indicate location from the building plans: Option 4- For Any (All) Climate Zone, use Table 140.3-D - Prescriptive Envelope Criteria. - - . 0 Any (All) Climate Zone Metal ldeniification Label - Place two labels on each relocatable school building and indicate on the building plans. Indicate location from the building plans: - - STATE OF CALIFORNIA FENESTRATION WORKSHEET CEC-NRCC-ENV-02-E (Revised 09/16) ., ii - (AI IFORf'JIA ENERGY OMMlO.iAiJ CERTIFICATE OF COMPLIANCE . NRCC-ENV-02-E Fenestration Worksheet , (Page 3 of 3) Project Name: LA COSTA GLEN . Date Prepared. 8/18/2017 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT - 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Company: ' IDS Signature Date: 8/18/2017 -- Address: . . CEA/ HERS Certification Identification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: , The information provided on this Certificate of Compliance is true and correct. -. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance .(responsible designér). - - The energy features and performance specifications, materials, 'components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part land Part 6 of the California Code of Regulations. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided , on other applicable compliance documents, worksheets, calculations,. plans and specifications submitted to the enforcement agency for- approval with this building permit application. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be-included with the documentation the builder provides to the building owner at occupancy. - Responsible Designer Name: Responsible Designer Signature: Company:,ADC Date Signed: Address: '23231 South Pointe Dr. , License, C-34162 City/State/Zip: Laguna Hills, CA 92653 - - Phone: 949.267.1660 ' CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance - , . - - - September 2016 ENVELOPE MANDATORY MEASURES: NONRESIDENTIAL ENV-MM Project Name " Date LA COSTA GLEN S 18/18/2017 DESCRIPTION Building Envelope Measures: 110 8'a1. Installed insulating material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20 Chapter 4, Article 3. 10.8(c): All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. - §110.8(g): 'Heated slab floors shall be insulated according to the requirements in Table 110.8-A. 1'10 7(a). All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. Manufactured fenestration products and exterior doors shall have air infiltration rates not exceeding 0.3 cfm/ft.2 of §110.6(a): window area, 0.3 cfm/ft.2 of door area for residential doors, 0.3 cfm/ft.2 of door area for nonresidential single doors (swinging and sliding), and 1.0 cfmlft.2 for nonresidential double doors (swinging). §110.6(a): Fenestration U-factor shall be rated in accordance with NFRC 100, or the applicable default U-factor. 1061 ta) . . Fenestration SHGC shall be rated in accordance with NFRC 200, or NFRC 100 for site-built fenestration, or the applicable default SHGC. . 10.6(b): ). Site Constructed Doors, Windows and Skylight shall be caulked between the unit and the 'building, and shall be weatherstripped (except for unframed glass doors and fire doors). - The opaque portions of the roof/ceiling that separates conditioned spaces from unconditioned spaces or ambient air shall meet the applicable U-Factor requirements as follows: - §120.7(a): - Metal Building- The weighted average U-factor of the roof assembly shall not exced 0.098. Wood Framed and Others- The weighted average U-factor of the roof assembly shall not exceed 0.075. The opaque portions of walls that separate conditioned spaces from unconditioned spaces or ambient air shall meet the applicable U-factor as follows: Metal Building- The weighted average U-factor of the wall assembly shall not exceed 0.113. - * Metal Framed- The weighted average U-factor of the wall assembly shall not-exceed 0.151. Light Mass Walls- A 6 inch or greater Hollow Core Concrete Masonry Unit shall have a U-factor not to exceed 0.440. §120.7(b): Heavy Mass Walls- An 8 inch or greater Hollow Core Concrete Masonry Unit shall have a U-factor not to exceed " 0.690. Wood Framed and Others-The weighted average U-factor of the wall assembly shall not exceed 0.110. Spandrel Panels and Opaque Curtain Wall- The weighted average U-factor of the spandrel panels and opaque curtain wall assembly shall not exceed 0.280. ' . Demising Walls-. The opaque portions of framed demising walls shall meet the requirements of Item A or B below: Wood framed walls shall be insulated to meet a U-factor not greater than 0.099. • Metal Framed walls shall be insulated to meet a U-factor not greater than 0.151. The opaque portions of floors and soffits that separate conditioned spaces from unconditioned spaces or ambient air shall meet the applicable U-Factor requirements as' follows: §120.7(c). Raised Mass Floors- Shall have'a minimum of 3 inches of lightweight concrete over a metal deck or the weighted average U-factor of the floor assembly shall not exceed 0.269. Other Floors-The weighted average U-factor of the floor assembly shall not exceed 0.071.. . . I ' * A.- MECHANICAL COMPLIANCE DOCUMENTS & WORKSHEETS (check box if worksheet is included) - For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, refer to the 2016 Nonresidential Manual - Note: The Enforcement Agency may require al/forms to be incorporated onto the building plans. - YES NO Comp. Doc./ Worksheet #Title NRCC-MCH-01-E (Part 1 of 3) Certificate of Compliance, Declaration. Required on plans for all submittals. O 0 NRCC-MCH-01-E (Part 2 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-02-A to 11-A). Required on plans for all submittals. El 0 NRCC-MCI-I-01-E (Part 3 of 3) Certificate of Compliance, Required Acceptance Tests (MCH-12-A to 18-A). Required on plans where applicable: O 0 NRCC-MCH-02-E (Part 1 of 2) Mechanical Dry Equipment Summary is required for all submittals with Central Air Systems. It is optional on plans. 0 NRCC-MCH-02-E (Part 2 of 2) Mechanical Wet Equipment Summary is required for all submittals with chilled water, hot water or condenser water systems. It is optional on plans. - 0 NRCCMCH03E '. Mechanical Ventilation and Reheat is required for all submittals with multiple zone heating and cooling systems.. It is optional on plans. 0 0 NRCC-MCH-07-E (Part 1 of 2) Power Consumption of Fans. Required on plans where applicable 0 1 0 NRCC-MCH-07-E (Part 2 of 2) Power Consumption of Fans, Declaration. Required on plans where applicable ft C STATE OF CALIFORNIA - MECHANICAL SYSTEMS GEC-NRCC-MCH-01-E (Revised 01/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - . NRCC-MCH-01-E 7- Mechanical Systems .. - (Page 1 of 4) Project Name: LA COSTA GLEN - Date Prepared: 8/18/2017 - - - STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCI-l-01-E (Revised 01/16) - CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - .- NRCC-MCH-01-E Mechanical Systems - (Pae 2 o 4) Project Name:, LA COSTA GLEN . Date Prepared . 8/18/2017 - B. MECHANICAL HVAC ACCEPTANCE FORMS (check box for required compliance documents) Test Performed By: Designer: This compliance document is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that requires a test, list the equipment description and the number of systems. . Installing Contractor: The contractor who installed the equipment is responsible to either conduct the acceptance test themselves or have a qualified entity run the test for them. If more than one person has responsibility for the acceptance testing, each person shall sign and submit the Certificate of Acceptance applicable to the portion of the construction or installation for which they are responsible. Enforcement Agency: Plancheck - The NRCC-MCH-01-E compliance ddcument is not considered a completed document and is not to be accepted by the building department unless the correct boxes are checked. Inspector - Before occupancy permit is granted all newly installed process systems must be tested to ensure proper operations. Test Description MCH-02-A MCH-03-A MCH-04-A MCH-05-A MCH-06-A MCH-07-A MCH-08-A MCH-09-A MCH-10-A MCH-11-A Equipment - - . . Air - Demand . ' . Hydronic . Automatic -Requiring Testing # of - . Outdoor . Single Zone . ... Distribution - Economizer Control . Supply Fan Valve Leakage Supply Water System Demand Shed or Verification Units Air Unitary Ducts Controls ' Ventilation VAV Test . Temp. Reset Variable Flow Control .' (DCV) , - Control ' 4Ton Tower 1 0 D 0 0 0 ' 0 10 0. 0 0 Default Gas 20( 1 -0 - 0 0 0 0 0 0 0 0 Carrier 50PCVO 1 0 10 0 0 ' 0 0 - 0 0 .0 D - 0 0 O 0 D- 0 0 0 0 0 0 0 0 .0 0' 0 0 0 0 - -0 0 - 0 0 .,D 0 - 0. 0 - .0 - 0- 0,. 0 --0' 0 0 0 0 O 0 0 0 0 0 D 0 0 0 0 0 0 O 0 0 S •, "fl - S ' -. . - ,-- .-, . - - CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance -. - . -- . ,,• . . .- . . -. . . -, January 2016: ' .- STATE OF CALIFORNIA MECHANICAL SYSTEMS '. 0 JRCC-MCH-01-E (Revised 01/16) - CALIFORNIA ENERGY COMMISSION TIFICATE OF COMPLIANCE .. 0 . NRCC-MCH-( :hanical Systems •(Page 3 c tName: LA COSTA GLEN Date Prepared 8/18/2017 C. MECHANICAL HVAC ACCEPTANCE FORMS (check box for required compliance documents) Test Performed By: Designer: This compliance document is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for HVAC systems. The designer is required to check the applicable boxes for all acceptance tests that apply and list all equipment that requires an acceptance test. All equipment of the same type that reqiires a test, list the equipment description and the number of systems. Installing Contractor: The contractor who installed the equipment is responsible to either conduct the acceptance test themselves or have a qualified entity run the test for them. If more than one person has responsibility for the acceptance testing, each person shall sign and submit the Certificate of Acceptance applicable to the portion of the construction or installation for which they are responsible. Enforcement Agency: Plancheck - The NRCC-MCH-01-E compliance document is not considered a completed document and is not to be accepted by the building department unless the correct boxes are checked. Inspecto - Before occupancy permit is granted all newly installed process systems must be tested to ensure proper operations. Test Description MCH-12-A MCH-13-A . MCH-14-A MCH-15-A MCH-16-A MCH-17-A MCH-18-A • Equipment # of . Fault Detection & Automatic Fault . Detection & . . . Distributed Energy Thermal Energy Supply Air .- Requiring Testing . . Units . Diagnostics for DX . • Diagnostics for Air & Storage DX AC. 0 Storage (TES) Temperature Reset Condenser Water Reset Controls . -. ECMS -- or Verification Units • Zone - Systems - Systems Controls . - 4Ton Tower 1 0 0 0 0 0 . 0 Default Gas 20C 1 0 ., 0 0 • 0 - • 0 0 Carrier 50PCVO 1 • 0 0 0 . 0 o 0 0 o •o. 0 0 - 0 D.. El 0 0 0 0 0 0. 0 o .0 0 0 0 0 0 0 -0' 0 0 0 D' 0. , . D • .D,- . 0 • '• 0 0' 0 • . - D.- 0- 0 .1 0 - - • - • . . . • _•0 * - 4 .1 - •. 0, •' C •00 4. .4 . -• 4 - •. - - 1 • . • •_. •: . • CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance -January 2016 - -• STATE OF CALIFORNIA MECHANICAL SYSTEMS CEC-NRCC-MCH-01-E (Revised 01/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - NRCC-MCH-01-E Mechanical Systems (Page 4 of 4) Project Name: LA COSTA GLEN . Date Prepared: 8/18/2017 - DOCUMENTATION AUTHORS DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Company: IDS - Signature Date: 8/18/2017 Address: CEA/ HERS certification Identification (if applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT V I certify the following under penalty of perjury, under the laws of the State of California: V V The information provided on this Certificate of Compliance is true and correct. - I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3.. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24 Part 1 and Part 6 of the California Code of Regulations - The building design features or system design features identified on this Certificate of Compliance are consistent with the information, provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. I will ensure that a completed signed copy of this Certificate Of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to,be included with the documentation the builder provides to the building owner at occupancy. . - V •V/V V - V Responsible Designer Name: . - V - V KamelTadrous Responsible Designer signature: Company: V V . - . IDS Group - - Date Signed: . 8/18/2017 V . Address: , - 9636 Tierra Grande Stree, Suite 200 V License. , M37222V city/state/zip San Diego CA 92126 Phone 619 768 6784 STATE OF CALIFORNIA HVAC DRY & WET SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E (Revised 01/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - NRCC-MCH-02-E HVAC Dry & Wet System Requirements - (Page 1 of 3) Project Name: LA COSTA GLEN Date Prepared: 8/18/2017 A. Equipment Tags and System Description' - Dry Systems Carrier 50PCV03( MANDATORY MEASURES T-24 Sections Reference to the Requirements in the Contract Documents2 Heating-Equipment Efficiency3 110.1 or 110.2(a) Cooling Equipment Efficiency3 110.1 or 110.2(a) HVAC or Heat Pump Thermostats 110.2(b), 110.2(c) Furnace Standby. Loss Control . 110.2(d) Low Leakage AHUs 110.2(f) . Ventilation 120.1(b) Demand Control Ventilation5 120.1(c)4 . Occupant Sensor Ventilation Control6 120.1(c)5, 120.2(e)3 Shutoff and Reset Controls7 120.2(e) Outdoor Air and Exhaust Damper Control 120.2(f) Isolation Zones 120.2(g) Automatic Demand Shed Controls .120.2(h) Economizer FDD . 120.2(i) Duct Insulation 120.4 PRESCRIPTIVE MEASURES Equipment is sized in conformance with 140.4(a &b) ' '1 V/N V/N Y/N Supply Fan Pressure Control 140.4(c) . Simultaneous Heat/Cool" 140.4(d) Economizer. 140.4(e) Heat and Cool Air Supply Reset 140.4(f) Electric Resistance Heating9 140.4(g) Duct Leakage Sealing and Testing1° 140.4(l) Notes: . Provide equipment tags (e.g. AHU 1 to 10) and system description (e.g. Single Duct VAV reheat) as appropriate. Multiple units with common requirements can be grouped Provide references to plans (i.e. Drawing together. Sheet Numbers) and/or specifications (including Section name/number and relevnt paragraphs) where each requirement is specified. Enter "N/A' if the'requirement is not applicable to this system. The referenced plans and specifications must include all of the following information: equipment tag, equipment nominal capacity, Title 24 minimum efficiency requirements, and actual rated equipment efficiencies. Where multiple efficiency requirements are applicable (e.g. full- and equipment is required to be listed Title per part-load) include all. 20 1601 Where appliance standards apply (110.1), identify where Identify where the ventilation requirements et seq. are documented for each central HVAC system. Include references to both central unit schedules and sequences, of operation. If one or more spaces is naturally ventilated identify where this is documented in the plans and specifications. Multiple zone central air systems must also provide a MCH-03-E compliance document. If one or more spaces has demand controlled the sequence of operation. ventilation identify where it is specified including the sensor specifications and If one or more space has occupant sensor and the sequence of operation ventilation control identify where it is specified including the sensor specificatiàns If the system is DDC identify the sequences For all systems identify the specification for the system start/stop, for the thermostats and optimal start, setback (if required) and setup (if required). time Identify where the heating, cooling and deadband specification of the Provide zone controls. airflows are scheduled MCH-03-E '. clocks (if applicable). for this system. Include a reference to the Enter N/A if there is no electric heating. If a compliance the system has electric , document. heating indicate which exception to 140.4(g) applies. . If duct leakage sealing and testing is required, a MCH-04-A compliance document must be submitted. January 2016 • STATE OF CALIFORNIA •-. HVAC DRY & WET SYSTEM REQUIREMENTS CEC-NRCC-MCH-02-E (Revised 01/16) ,• CALIFORNIA ENERGY COMMISSION 10ERTIFICATE OF COMPLIANCE - NRCC-MCH-02-E HVAC Dry & Wet System Requirements . . (Page 2 of 3) Project Name: LA COSTA GLEN . Date Prepared: 8/18/2017 B. Equipment Tags and System Description' -Wet Systems 4 Ton Tower Default Gas 2000 MANDATORY MEASURES , ' T-24 Sections Reference to the Requirements in the Contract Doc6ments2 Heating Hot Water Equipment Efficiency3 ' 110.1 Cooling Chilled and Condenser Water Equipment Efficiency . • V V Open and Closed Circuit Cooling Towers 110 (e) 1 conductivity or flow-based controls V Open and Closed Circuit Cooling Towers V - , •: Maximum Achievable Cycles of 110.2(e) 2' V Concentration (LSI)6 V V V Open and Closed Circuit Cooling Towers 110 2(e) 3 V• - V Flow Meter with analog output - V V Open and Closed Circuit Cooling Towers 110.2(e) 4 V V Overflow Alarm V Open and Closed Circuit Cooling Towers 110.2(e) 5 V Efficient Drift Eliminators Pipe Insulation • 120.3 PRESCRIPTIVE MEASURES Cooling Tower Fan Controls 140.4(h)2, 140.4(h)5 Y V/N V Y/N V/N Cooling Tower Flow Controls V 140.4(h)3 Centrifugal Fan Cooling Towers4 V 140.4(h)4 Air-Cooled Chiller Limitation5 140.4(j) Variable Flow System Design 140.4(k) ' V VV Chiller and Boiler Isolation . 140.4(k) . V CHW and HHW Reset Controls V 140.4(k) V WLHP Isolation Valves 140.4(k) . V VSD on CHW, CW & WLHP Pumps >5HP 140.4(k) DP Sensor Location V 140.4(k) V ' • V V Notes: ' V V Provide equipment tags (e.g. CH 1 to 3) or system description (e.g. CHW loop) as appropriate. Multiple units with common V reuiremercts can be grouped together. Provide references to plans (i.e. Drawing Sheet Numbers) and/or specifications (including Section name/number and relevant paragraphs) where each requirement is specified. Enter 'N/A" if the requirement is not applicable to this system. The referenced plans and specifications must include all of the following information: equipment tag, equipment nominal. capacity, Title 24 minimum efficiency requirements, and actual rated equipment efficiencies. Where multiple efficiency - requirements are applicable (e.g. full- and part-load) include all. For chillers operating at non-standard efficiencies provide the V Kadj values. For chillers also note whether the efficiencies are Path A or Path B. : V Identify if cooling towers have propeller fans. If towers use centrifugal fans document which exception is used. If air-cooled chillers are used, document which exceptions have been used to comply with 140.4(j) and the total installed design capacity of the air-cooled chillers in the chilled water plant., V ,, V - • Identify the existence of a completed MCH-06-E when open or closed circtit cooling towers are specified to be installed, V otherwise enter "N/A". CA Building Energy Efficiency Standards- 2016 Nonresidential Compliance . January 2016 - /'- C DOCUMENTATION AUTHOR'S DECLARATION STATEMENT I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: V , Documentation Author Signature: Company: , IDS V . ' V Signature Date: 8/18/2017 '• ' V Address: V , cgw HERS certification Identification (if applicable): City/State/Zip: , V V f ', Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT V ' '• V I certify the following under penalty of perjury, under the laws of the State of California: 1.. The information provided on this Certificate of Compliance is true and correct. V lam eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). -' The energy features and performance specifications, materials, components, and manufactured devices for the building design or system V V design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 6f the California Code of Regulations. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. ' V I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the V building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Kamel Tadrous Responsible Designer Signature: V .2 Company IDS Group Date Signed: 8/18/2017 / Address. V '9636 Tierra Grande Stree, Suite 200 License: , M37222 •' V city/5tate/Zi ' San Diego, CA 92126 ' Phone: * 619.768.6784 ' V ' STATE OF CALIFORNIA HVAC SYSTEM REQUIREMENTS' CEC-NRCC-MCH-02-E (Revised 06/14)' CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE , V V NRCC-MCH-02-E HVAC Wet System Requirements ' V , V ' V ' (Page 3 of 3) Project Name: LA COSTA GLEN V ' , V Date Prepared: 8/18/2017 V STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCI-l-03-E (Revised 05/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE S - - NRCC-MCH-03-E Mechanical Ventilation & Reheat - . (Page 1 of 2) Project Name: LA-COSTA GLEN . Date Prepared: 8/18/2017 - A. Mechanical Ventilation and Reheat - ROOM - VAV Reheated Primary VAV Deadband ACTUAL DESIGN INFO (FROM EQUIPMENT SCHEDULES, ETC) AREA BASIS OCCUPANCY BASIS BASIS MINIMUM Air CFM Primary Air CFM 01 02 03 - 04 05 06 07 08 09. 10 11 12 13 14 15 16 17 18 19 20 21 <9 9 -0 >. > - Z LD i r - • 2— - - u u S2 tDa W z - L) • 0 0 0 z 0- 8 U U U 0 0 U o - - - .- 2 Pass - - - - - DPass DPass Zon2 490 0.15. 74 2.5 30.0 74 - 0 Fail - 0 Fail , . - DFail' - - - - - -.- _____ EN/A- IN/A • 0 Pass - -- - , ,D Pass - -. , - - - Total 74 0 Pass .O F il , 0 Fail - 0 Fail * .. - -. . - . - - .. 0 N/A . = - - -0 N/A --- - . - . 0 Pass DPass OPass OFail - DFail - - - D Fail - 0 N/A 0 N/A DPass OPass DPass -- - - - - 0 Fail - 0 Fail -• - S - . OFail- .a - - - - - . . - - •• _____ - . - - ON/A ON/A 0 Pass 0 Pass - - O Pass: - a _. OFaul OFail 5 - 0 Fail ' • -•.•- '•.--,..---S ON/A .. -, r - I - 0 Pass 0 Pass - . - ---' -- 0 Pass . • . - - - - '.- - . . 0 Fail - 0 Fail El Fail . - ON/A -' ON/A OPass -. OPass - - - .• - . OPass - - - - 0 Fail 0 Fail OFail - ON/A . 'ON/A CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance - • STATE OF CALIFORNIA MECHANICAL VENTILATION AND REHEAT CEC-NRCC-MCH-03-E(Revised 05/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE ' NRCC-MCH-03-E Mechanical Ventilation & Reheat (Page 2 of 2) Project Name: LA COSTA GLEN * ' Date Prepared: 8/18/2017 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT - 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Company: IDS Signature Date 8/18/2017 Address: . - . .4_ CEA/ HERS Certification Identification hf applicable): City/State/Zip: Phone: RESPONSIBLE PERSONS DECLARATION STATEMENT - -. I certify the following under penalty of perjury, under the laws of the State of California: - The information provided on this Certificate of Compliance is true and correct. - , I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). ,. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance - - conform to the requirements of Title 24, Part land Part 6 of the California Code of Regulations. - The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents: worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. - - Responsible Designer Name Kamel Tadrous Responsible Designer Signature Company: IDS . - roup Date Signed: - - * . , 8-18/2017 Address: 9636 Tierra Grande Stree, Suite 200 . license: M37222 -- . City/State/Zip San Diego CA 92126 Phone:619 768 6784 STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS CEC-NRCC-MCH-04-E (Revised 01/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - - S NRCC-MCH-04-E Required Acceptance Tests ' .. - - (Page 1 of 3) Project Name: LA Co Date I Date Prepared: 8/18/2017 - A. MECHANICAL COMPLIANCE FORMS & WORKSHEETS - (indicate if worksheet is included) - For detailed instructions on the use of this and all Energy Standards compliance documents, refer to the 2016 Nonresidential Manual Note: The Enforcement Agency may require all compliance documents to be incorporated onto the building plans. The NRCC-MCH-04-E and NRCC-MECH-05-E are alternative compliance documents to NRCC-MCH-01-E, NRCC-MCH-02-E and NRCC-MCH-03-E for projects using only single zone packaged HVAC systems. YES NO Form Title S - .• NRCC-MCH-04-E (1 of 2): Certificate of Compliance. Required on plans when used. - / NRCC-MCH-04-E (2 of 2) Mechanical Acceptance Tests. Required on plans when.used. / - NRCC-MCH-05-E (1 of 2) HVAC Prescriptive Requirements. It is required on plans when used. -. / NRCC-MCH-05-E (2 of 2) Mechanical SWH Equipment Summary is required for all submittals with service water heating, pools or spas. It is required on plans where applicable. . ' STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS W59 CEC-NRCC-MCI-I-04-E (Revised 01/16) - CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE N RCC-MCH-04-E Required Acceptance Tests -. . - (Page 2 of 3) ProjectNarne: LA COSTA GLEN - Date Pre pared: 8/18/2017 Designer: This compliance document is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the applicable boxes by all acceptance tests that apply and list all equipment that require an acceptance test. If all equipment of .a certain type requires a test, list the equipment description and the number of systems. The NA number designates the Section in the Appendix of the Nonresidential Reference Appendices Manual that describes the test. Since this compliance document will be. part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Enforcement Agency: - Systems Acceptance. Before occupancy, permit is granted for a newly constructed building or space, or a new space-conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. Systems Acceptance. Before occupancy permit is granted. All newly installed HVAC equipment must be tested using the Acceptance Requirements. The NRCC-MCH-04-E compliance document is not considered a completed document and is not to be accepted by the building department unless the correct boxes are checked. The equipment requiring testing, person performing the test (Example: HVAC installer, TAB contractor, controls contractor, PE in charge of project) and what Acceptance test must be conducted. The following checked-off forms are required for ALL newly installed and replaced equipment. In addition a Certificate of Acceptance documents shall be submitted to the building department that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of Section 10-103(b) and Title 24 Part 6. The building inspector must receive the properly filled out and signed compliance documents before the building can receive final occupancy. Test Description MCH-02-A MCH-03-A MCH-04-A MCH-05-A MCH-06-A MCH-07-A MCH-11-A- MCH-12-A MCH-14-A MCH-18-A Test Per-formed By Equipment . Demand - Automatic . , Distributed Energy Requiring . Single - Air Control Demand FDD for, Energy Management . - Testing or # of Outdoor Zone Distribution Economizer Ventilation Supply Shed Packaged Storage DX Control Verification Units Air Unitary Ducts Controls (DCV) Fan VAV Control DX Units AC Systems System Carrier 50P( 1 . • . . , . . '• -I. ____________ : •.r .,, - CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance I STATE OF CALIFORNIA REQUIRED ACCEPTANCE TESTS CEC-NRCC-MC1-i-04-E (Revised 01/16) .. CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-04-E Required Acceptance Tests -. - . - (Page 3 of 3) Project Name: LA COSTA GLEN S . * Date Prepared: 8/18/2017 DOCUMENTATION AUTHORS DECLARATION STATEMENT 1. I certify that this. Certificate of Compliance documentation is accurate and complete. .. . • Documentation Author Name: - Documentation Author Signature: Company IDS Sig nature Date: 8/18/2017 Address: - CEA/ HERS Certification Identification lifapplicablel: City/State/Zip: Phone: RESPONSIBLE PERSONS DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 0 The information provided on this Certificate of Compliance is true and correct. - I am eligible under Division 3 of the Busines and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part land Part 6-of the California Code of Regulations. 4 The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliace documents worksheets,calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. '. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I undrstand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: KamelTadrous -. Responsible Designer Signature: Company: - IDS Group . -. Date Signed: . 8/18/2017 . Address: - . - 9636 Tierra Grande Stree, Suite 200 - License: . - C M37222 City/State/Zip San Diego CA 92126 Phone: .. 619 768 6784 STATE OF CALIFORNIA REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS CEC-NRCC-MCI-I-05-E (Revised 01/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-MCH-05-E Requirements for Packaged Single-Zone Units - : (Page 1 of 2) ProjectName: LA COSTA GLEN Date Prepared: 8/18/2017 - EquipmentTag(s)1 Carrier50PCVO36 MANDATORY MEASURES T-24 Sections Requiremen? As Scheduled3 Requirement3 As Schedulec?' Requirement3 As Schedulec? Heating Equipment Efficiency4 110.1 or 110.2(a) 4.20 COP 4.60 COP Cooling Equipment Efficiency4 110.1 or 110.2(a) 12.0 EER 14.7 EER Thermostat?110.2(b), 110.2(c) Setback Setback Furnace Standby Loss Contra 16 110.2(d) ri/a Low Leakage AHU 110.2(f) NR none Ventilation' 120.1(b) 74 74 Demand Control Ventilations 120.1(c)4 NR No Occupant Sensor Ventilation Control8 120.1(c)5, 120.2(e)3 Shutoff and Reset Controls9 120.2(e) Reg Programmable Outdoor Air and Exhaust Damper Control 120.2(f) Req Auto- Automatic Demand Shed Controls 120.2(h) NR none R Economizer FDD 120.2(i) N Duct Insulation 120.4 R-8 R-8.0 PRESCRIPTIVE MEASURES Equipment is sized in conformance with . 140.4(a & b) 7,725 Btu/hr 38,845 Btu/hr 140.4 (a&b) 15,318 Btu/hr 33,295 Btu/hr " Economizer . 140.4(e) NR No Economize Electric Resistance Heating '° 140.4(g) No No Duct Leakage Sealing and Testing.11 140.4(l) NR No - Notes: Provide equipment tags (e.g. AC1 orACi to 10). Multiple units of the some make and model with the some application and accessories can be grouped together. Enter the following information as appropriate: Unit Manufacturer; Unit Model Number (including all accessories); Description of the unit (e.g. gas-pack or heat pump; rated heating capacity (enter "N/A" if no heating); and, rated coaling capacity (enter "N/A" if no cooling). For unit capacities include the units (e.g. kBtuh or tons). - For each requirement, enter the minimum requirement from the Standard In the left column (under "Standard Requirement"). In the right column (under'As Scheduled") enter the value for -. the units as specified. Where there is more than one requirement (e.g. full and part load efficiency) enter both with the appropriate labels (e.g. COP and lEER). -' C - In the left column identify the thermostatic requirements from the standard (e.g. programmable setback thermostat or heat pump with electric heat),. In the right column indicate the capabilities of the thermostat as scheduled. - . . -- . 6; If the unit has afurnace which is rated at Z225,000 Btuh of capacity, indicate the rated standby lass and ignition source (eg. lID). If there is no furnace or the unit is rated for <225,000 Btuh indicate "N/A".. In the left column,'enter both the required ventilation value from Table 120.1A and for the number of occupants times 15 cfm/persan. In the right column enter the actual minimum - ventilation as scheduled. If the space is naturally ventilated enter "N/A" in the left column and "the space is naturally ventilated" in the right column. - If the space is required to have either DCV or Occupant Sensor Ventilation Control indicate "required" in the left column (otherwise indicate "NIA" in the left column). If either DCV or Occupant Sensor Ventilation Control is provided indicate "provided" in the right column (otherwise indicate "N/A" in the right column) In the left column indicate the required time controls from the standard. In the right column identify the device that provides this functionality (e.g. EMCS or programmable timeclock). Enter N/A if there is no electric heating. If the system has electric heating indicate which exception to 140.4(g) applies. January 2016 If duct leakage sealing and testing is required, a MCH-04-A compliance document must be submitted. 1. CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance flATEOF CALIFORNIA .. REQUIREMENTS FOR PACKAGED SINGLE ZONE UNITS CEC-NRCC-MCH-05-E (Revised 01/16) . - CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE . NRCC-MCH-05-E Requirements for Packaged Single-Zone Units (Page 2 of 2) ProjectName. LA COSTA GLEN - DatePrepared: 8/18/2017 - DOCUMENTATION AUTHORS DECLARATION STATEMENT - 1. I certify that this Certificate of Compliance documentation is accurate and complete. -2 - Documentation Author Name: Documentation Author Signature: Company: - IDS - . Signature Date: 8/18/2017 . Address: CEA/HERS Certification Identification (ilapplicable): - City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2: 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3 The energy features and performance specifications materials components and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24 Part land Part of the California Code of Regulations - -. 4 The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance d m ocuents, - worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. - - - -- Responsible Designer Name: KamelTadrous Responsible Designer Signature: Company: - IDS Group Date Signed: 8/18/2017 Address: 9636 Tierra Grande Stree, Suite 200 License: - M37222 . •- - - . City/State/Zip: San Diego, CA 92126 - Phone: - . ' 619.768.6784 STATE OF CALIFORNIA FANPOWER CONSUMPTION '. CEC-NRCC-MCH-07-E (Revised 01/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE - NRCC-MCH-07-E Power Consumption of Fans Requirements , . (Page 1 of 2) Project Name: f_4 COSTA GLEN Date Prepared: 8/18/2017 Constant Volume Fan Systems . . NOTE: Provide one copy of this worksheet for each fan system with atotolfan system horsepower greoterthan 25 hp of Constant Volume Fan Systems when using the Prescriptive Approach. See Power Consumption of fans §140.4(c). 01 02 03 ;. 04 , 05 DESIGN BRAKE EFFICIENCY NUMBER OF PEAK WATTS FAN DESCRIPTION A02 x A04 x 746 / HP MOTOR DRIVE FANS . (A03a x A03b) Carrier 50PCV036 - Supply Fan 0.300 85.5% 917.0% ' •'. 1.0 270 Variable Air Volume Fan Systems ,... ' NOTE: Provide one copy of this worksheet for each fan system with a totalfan system horsepower greater than 25 hp of Variable Air Volume (VA V) Systems when using the Prescriptive Approach. See Power Consumption of fans §140.4(c). 01 '02 03. , 04 05 FAN DESCRIPTION . . . DESIGN BRAKE HP . EFFICIENCY NUMBER OF FAN . PEAK WATTS B02 x B04 x 746 / (003a x B03b) MOTOR DRIVE - Totals and Adjustments FILTER PRESSURE ADJUSTMENT - 01 TOTAL FAN SYSTEM POWER (WATTS, SUM Equation 140.4-A in 140.4(c) of the COLUMN F) -... . . 270 W Building Energy Efficiency Standards.. . 02 SUPPLY DESIGN AIRFLOW . a - 1,200 CFM A) If filter pressure drop (SPa) is 03 TOTAL FAN SYSTEM POWER INDEX (Row 1/ Row 2)1 0.225 W/CFM greater than 1 inch W. C. or 245 04 SP . . : - , , in W.ç or Pascal then enter Sa on line 4. Enter Total Fan pressure drop - a . Pa across the fan (SP) on line 5. - . in W.0 or 05 SP . .. f . B) Calculate Fan Adjustment and - . . Pa - . . enter on line 6.' 1 06 Fan Adjustment = 1-(SP. 1)/SP C) Calculate Adjusted Fan Power 07 ADJUSTED FAN POWER INDEX (Line 3 x Line 6)' 0.225 W/CFM Index and enter on row 7 . - 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 W/cfm for Constant Volume systems or 1.25 W/cfm for VAVsystems. - . - 4. CA Building Energy Efficiency Standards - 2016 Nonresidential Compliance January 2016 -. STATE OF CALIFORNIA a ,. FAN POWER CONSUMPTION . . .. ___ CEC-NRCC-MCH-07-E (Revised MM/YY) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE ' ,. NRCC-MCH-07-E Power Consumption of Fans Requirements - . . (Page 2 of 2) Project Name: LA COSTA GLEN . Date Prepared: 8/1812017 DOCUMENTATION AUTHORS DECLARATION STATEMENT .' ." 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: KamelTadrous Documentation Author Signature: . Company: IDS Signature Date: 8/18/2017 -. Address: cEA/ HERS certification Identification (if applicable): City/State/Zip: . ., Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: The information provided on this Certificate of Compliance is true and correct. I am eligiblnder Division 3 of the Business and Professios Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsibl designer). The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. . . The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. . , I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with thêibuilding permit(s) issued for the building, and made a41ab1e to the enforcement agency for all applicable inspections; I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Kamel Tadrous Responsible Designer Signature: . Company: " , IDS Group Date Signed: 8/18/2017 •. . .. Address: 9636 Tierra Grande Stree, Suite 200 -. license: M37222 state/zip: . San Diego, CA 92126 F Phone: .• 619.768.6784 - Cityof. " -.• 'i'. - Building Permit Number:CBC2017-0467 RECEIVED Carlsbad Community & Economic Development COMMUNITY FACILITIES DISTRICT ov 22 2017 - NON-RESIDENTIAL 1 CITY OF CARLSBAD NON-RESIDENTIAL CERTIFICATE: Non-residential land "owner, please read this option V you thoroughly understand before signing. The option you, choose will affect .your payment of the developed Special Tax assessed on your property. This option is available only t the tim . of the first building permit issuance. Property owner signature is required 'before permit issuance. CONTINUING LIFE COMMUNITIES LLC Name of Owner . Telephone r I 1991 Lancewood Ln - Address V . . Project Address Carlsbad, CA V' 92009-6826 City State Zip I City State Zip 2550121900 . - Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor - V 1 V V 2018 - 864.00 V V Improvement Area $ Fiscal Year Square Feet 05/14/1996 $0.31 Annexation Date - Factor As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special V Tax in Community Facilities District No. 1. All non-residential property, upon the isuance of a building permit, shall have V, V the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX - DEVELOPED V PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I elect to pay the SPECIAL TAX - ONE TIME now, as aohe-time payment. . V• V V Amount of One-Time Special Tax: $26801 Owner's InitiaI1.k -. OPTION (2) I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years FIaximum annual Special Tax: $37.01 - - V Owners InitiaI I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OFTHE - V SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. - Signature of Property owner V ' Title V tJ1'LL_ V f Print Name •. Date The City of V Carlsbad has not independently verified the - information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information - B-32 : + Page 1 of 1 (ityof RECEIVED Carlsbad Community & Economic Development .-'- NOV 2 '2 2017 CERTIFICATION OF SCHOOL FEES PAID CITY OFCARLSBAD BUILDING DIVISION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building, permit without a completed schobl fee form. . ., , Project No. & Name: DEV2017-0047, LA COSTA GLEN CENTRAL PLA . IF -.. .. . ........ Plan Check No.: CBC2017-0467 ' Carlsbad CA 92009 Project Address: 1991 LANCEWOOD LN . - . Phone: (760)331-5000 '-S Assessor's Parcel No.: 2550121900 .. Encinitas Union School District - 101 South Rancho Santa Fe Rd Project Applicant: CONTINUING LIFE COMMUNITIES LLC Encinitas, CA 92024 (Owner Name) . . "Phone: (760) 944-4300 x1166 Residential Square Feet San Dieguito Union H.S. District : New/Additions: 684 Requeza Dr. - •. - Encinitas, CA 92024 * Pho ne: (760) 753-6491 Ext5514 Second Dwelling Unit: - . (ByAppt. Only). Commercial Square Feet: San Marcos Unified Sch.' District New/Additions: .842 • :" 255 Pico Ave Ste. 100 - San Marcos, CA 92069, -" City Certificatior: City of Carlsbad Building Division Date: 10/13/2017 Phone: (760) 290-2649 Contact: Nancy Dolce Certification of Applicant/Owners. The person executing this declaration (Owner") certifies (By Appt.only) - under penalty of perjury that (1) the information provided above is correct and true to the - best of the Owner's knowledge, and that the Owner will file an amended certification of LLJ Vista Unified School District payment and pay the additional fee if Owner requests an increase in the number of 1234 Arcadia Drive dwelling units or square footage after the building permit is issued or if the initial Vista CA 92083 determination of units or square footage is found to be incorrect, and that (2) the Owner is Phone: (760) 726-2170 x2222 the owner/developer of the above described project(s), or that the person executing this , declaration is authorized to sign on behalf of the Owner. 5, SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) - THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS,, FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. . .. The urdersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed "other'applicable school mitigation determined by the School District. The City may issuet building permits for this project . Signature of Authorized School District Official: , , 1 UV Title:k€o tiY1ki T ii Yl I I A4 . ' ' . Date:'. Name of School District: E34V'likzS UVL 1011. School IY1CPhone: •:3t 1-- 4O - S •, - 5, - . - Building Division 1635 Faraday Avenue I Carlsbad CA 92008 I 760-602-2719 I 760 602 8558 fax I building@carlsbadca.gov RECEIVED ityof NOV 2oiy i4~bad Conmunity & Economic Development: .... '. CITY OF CARLSBAD 1 I I613UILDING DIVISION , CERTIFICATION OF SCHOOL FEES PAID'. . * 0• ' This form must be completed by the City, the applicant, and the appropriate school districts 'and returiied to the City prior to issuing fa building permit. The City will not issue any building permit without a completed school fee form. Project No.& Name:. DEV2017-0047, LA COSTA GLEN CENTRAL PLA Plan Check No.: CBC2017-0467 , Project Address: ' 1991 LANCEWOOD LN Assessor's Parcel No.: -2550121900 Project Applicant CONTINUING LIFE COMMUNITIES LLC (Owner Name) Residential Square Feet New/Additions: Second Dwelling Unit: Commercial Square Feet: New/Additions: 842 City Certification: City of Carlsbad Building Division Date: 10/13/2017 Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct rand true to the best of the Owner's knowledge,' and that the Owner will file an amended crtification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS , .. FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable Schoàl District, áertifiès that the developer, 'builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official iZz4,, John Addleman Title: ' Director of Planning & '.... . ' • Date. Financial Management Name of School District: SAN DOW MIN HIGH SHOOLDISWJT Phone: ' - Building Division , . .' ' '•. . j . 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbidca.gov .• • •.. . ' Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 ,,Phone: (760) 331-5000 FKA Encinitas Union School District 101 South Rancho Santa Fe Rd ': Encinitas, CA 92024 Phone: (760) 944-4300 xli 66 San Dieguito Union H.S. District' 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt..Only) •, ' San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce ' (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 -. - - •••\ INDUSTRIAL WASTEWATER DISCHARGE PERI1J1OT AURMY SCREENING SURVEY . Date 08-25-2017 .4 - Business Name La Costa Glen : Street Address1991 Lancewood Lane, Carlsbad, CA. 92009 Email AddressWardklacostaglen.com - 2017 PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPf (ON REVERSE blOC CHLCK1VPF OF BUSINCSS) , OF CARLSBAD 9LDING DIVISION Check all below that are present at your facility: -. Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly * Laboratory :- -. - Vitamin Manufacturing Automotive Repair Machining I Milling -- Painting I Finishing - Battery Manufacturing Manufacturing ' Paint Manufacturing. I3IofuelManufacturing Membrane Manufacturing Personal CâreProducts 1310tech Laboratory (I.e, water filter membranes) Manufacturing- Bulk Chemical Storage Metal Casting! Forming Pesticide Manufacturing / - Car Wash . Metal Fabrication . Packaging. ChemIcal Manufacturing - Metal Finishing Pharmaceutical.. Manufacturing Chemical Purification . Electroplating •. . (including precursors) Dry Cleaning Electroless plating . Porcelain Enameling EIeótrial Component Anodizing Power Generation Manufacturing Coating (i.e. phosphatiñg) Print Shop. Fertilizer Manufacturing - Chemical Etching I Milling Research and Development Film /X-ray Processing Printed Circuit Board - Rubber Manufacturing. - Food Processing Manufacturing. Semiconductor Manufacturing Glass Manufacturing . Metal Powders Forthing - Soap! Detergent Manufacturing Industrial Laundry . .. - Waste Treatment IStorage SIC Code(s) (if known) Brief description of business activities (Production / Manufacturing Operations): General Storage and Office Description of operations generating wastewater (discharged to sewer, hauled or evapoiated): I . . Estimated volume of industrial wastewater to he discharged (gal /day) List hazardous wastes generated (type/ volume): ... .. -•: - • Date operation began/or will begin at this location Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes: No If yes, when: 4 - Site Contact Kavin Ward - . . - - litlePlant Operations Director Signature Phone No.760-704-1011 ENCINA WASTEWATER AUTHORiTY, 6200 Avenida Michas Carlsbad, CA 92011 (760) 438-3941 T - FAX: (760) 476-9852 J .. . A (City of Carlsbad NONRESIDENTIAL GREEN BUILDING CODE STANDARDS MANDATORY MEASURES CERTIFICATION CHECKLIST B-52 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov jtiiiform, signed and completed, andlI receipts fóithe recycled materials shall b 7ubmitted to the Building Inspector prior to Final Inspection.! 4., Site Dèvelopthent - Mandatory, 5.106.1 Storm water pollution prevention plan. For projects of one acre or less, develop a Storm Water Pollution Prevention Plan (SWPPP) that has been designed specific to its site, conforming to (x) the State Storm water NPDES Construction Permit or local ordinance, whichever is stricter, as is required for projects over one acre. The plan should cover prevention of soil loss by storm water run-off and/or wind erosion, of sedimentation and/or of dust/particulate matter air pollution. 5.106.4 Bicycle parking and changing rooms. Comply with Sections 5.106.4.1 and 5.106.4.2; or : (X) meet local ordinance, whichever is stricter. 5.106.4.1 Short-Term bicycle parking. If the project is expected to generate visitor traffic,provide permanently anchored bicycle racks within 200 feet of the visitor's entrance, readily visible to (x) passers-by, for 5 percent of visitor motorized vehicle parking capacity, with a minimum of one two- bike capacity rack. . 5.106.4.2 Long Term bicycle parking. For buildings with over 10 tenant-occupants, provide secure bicycle parking for 5 percent of tenant-occupied motorized vehicle parking capacity, with a minimum (x) of one space. 5.106.5.2 Designated parking. Provide designated parking for any combination of low emitting, fuel-efficient and carpool/van pool vehicles as shown in Table 5.106.5.3.1. - . (X) 5.106.8 Light pollution reduction. Comply with lighting power requirements in the California - Energy Code and design interior lighting such that zero direct-beam illumination leaves the building (X) site. Meet or exceed exterior light levels and uniformity ratios for lighting zones 1-4 as defined in Chapter 10 of the California Administrative Code, using the following strategies: ' Shield all exterior luminaries or use cutoff luminaries . (X) Contain interior lighting within each source . (x) Allow no more than .01 horizontal foot candle 1 5ft. beyond the site. (x) Contain all exterior lighting within property boundaries '. (X) Exception See part 2, Chapter 12, Section 1205.6 for campus lighting requirementè for. parking facilities and walkways. .. . 5.106.10 Grading and paving. The site shall be planned and developed to keep surface water away from buildings. Construction plans shall indicate how site grading or drainage system will (x) manage all surface water flows. .. Water Efficiency and cnservation Indoor Water Use 5.303.1 Meters. Separate meters shall be installed for the uses described in Sections 503. 1.1 -(x) through 503.1.3. 5303.1 .1 Buildings in excess of 50,000 square feet. Separate sub-meters shall be installed as . follows: . 1. For each individual leased, rented, or other tenant space within the.building projected to (X) consume more than 100 gal/day. . ,2. For spaces used for laundry or cleaners, restaurant o food service, medical or dental office, laboratory or beauty salon or barber shop projected to consume more than 100 gal/day. B-52 Page 1 of 5 -. Rev. 5/17 5303.1.2 Excess.consumption. Any building within a project or spaqewithin a building that is projected to consUrnemorethan 1,000 gal/day. •, (X.) 5.301Percentsavings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20 percent shall be provided (Calculate (X) savings by Wàte(Use Worksheets or utilize Table 5.303.2.3). 5.303.2.1 Multi Ole, ,showerheads serving one shower. When single.shower fixtures are served by more than one showerhead, the combined flow rate of all the showerhegds shall not (x) exceed themaximurrffloVrates specified in the 20 percent reduction column contained in Table 5.303.2.3 or the shower shall be designed to allow only Oneshowerhead to be in operation at atimé.-• 5.303:6.Plumbing fixtures and fittings. Plumbing fixtures (water closets and uririals)ãnd fittings (faucets "and shoérheäds) shall comply with the requirements listed As applicable for each type in items listed in Table 5.303.6. Water closets (toiletê) - flushometer type (X) Water closets (toilets) - tank type . (X) Urinals (X) Public lavatory faucets (x) 5 Public metering self-closing faucets (x) 6.. Residential bathroom lavatory sink faucets (X) Residentialbathroom lavatory sinks (x) Residential showerheáds . . (x) Single shower fixtures served by more than one showerhead . (x) 11 AEROBE, Nu 7 :`M--m Yin SON 5304.1 Water Budget. A/afer budget shall be developedfor landscaping irrigation use. (x) 5.304.2 Outdoor:potable water use. For new water service, separate meters or submeters shall be installed for indoorand outdoor potable water use for landscaped areas between 1,000.and 5,000 èquare feet. (X) 5.304.311rrigäti6ndesign..ln new nonresidential projects with between.1,000 and 2,500 • square feet of landscaped area(the:level at which the MLO applies), install irrigation controllers and sensors which includethe following criteria and meet manufacturer's recommendations. 5.304.1.1 Irrigation, controllers. Automatic irrigation system controllers installed at the time of final inspection shall comply with the following: 1 Controllers shall be weather- or soil moisture-based controllers that automatically, adjust irrigation in response to changes in plant's needs as weather conditipns change. (x) 2. Weathe basdcontro!lers without integral rain sensors or communication systems that As applicable account for local rainfall shall have separate wired or wireless rain sensors which connects or (x) communicates with the controller(s). Soil moisture-based controllers are not required to have rain sensor. input: Construction'Waste Management FIan -. '2., 5.408.1 iConstruOibn waste di *version. Establish a construction waste management plan or (X) meet lOcal ordinance,.whichever is more stringent. (x) 5.408.2 Construction waste management plan. Submit plan per this section to enforcement authority within the city. 5.408.1.4 Documentation. Provide documentation of the waste management plan (see form (X) B-59) that meets the requirements listed in Section 5.408.1.1 thru 5.408.1.3 and the plan is accessible to the enforcement authority. 54083 Construction waste. Recycle and/or salvage for reuse a minimum of 50 percent of nonhazardous construction and demolition debris or meet local ordinance, whichever is more stringent. (x) Exceptions: Excavated soil and land-clearing debris Alternate waste reduction methods, developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist. 5.408.3 Excavated-soil and land clearingdebris. 100 percent of trees. Stumps, rocks and B-52 Page 2 of 5 Rev. 5/17 1,r / associated vegetation and soils resulting primarily from land clearing shall be reused or recycled. Building Maintenance and Operation 5.410.1 Recycling by occupants. Provide, readily accessible areas that serve the entire building and are identified for the depositing, storage and collection of nonhazardous materials X. for recycling. . . . . . ', 5.410.2 Commissioning. For new buildings 10,000 square feet and over, building . (x) commissioning for all building systems covered by T24, Part 6, process systems and renewable energy systems shall be included in the design and construction processes of the building project. Commissioning requirements shall include items listed in Section 5.410.2. 5.41 0.2.6 . . (X) 5.410.2.1 Owner's Project Requirements (OPR). Documented before the design phase of the project begins the OPR shall include items listed in Section 5.410.4. . . (x) 5.410.2.2 Basis of Design (BOD). A written explanation of how the design of the building systems meets the OPR shall be completed at the design phase of the building project and updated periodically to cover the systems listed in Section 5.410.2.2. . .. . (x) 5.41 0.2.3 Commissioning plan. A commissioning plan describing how the project will be - commissioned shall be started during the design phase of the building project and shall include items-listed in Section 5.410.2.3. (x) 5.410.2.4 Functional performance testing shall demonstrate the correct installation and operation of each component, system-and system-to-system interface in accordance with the (X). approved plans and specifications. - 5.410.2.5 Documentation and training. A Systems manual and systems operations training are required. 5.410.2.5.1 Systems manual. The systems manual shall be delivered to the building owner or representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. (X) 5.410.2.5.2 Systems operations training. The training of the appropriate maintenance staff for each equipment type and/or system shall include items listed in Section 5.410.2.5.2. ' (x) 5.410.2.6 Commissioning report. A complete report of commissioning process activities undertaken through the design, construction and reporting recommendations for post construction phases of the building project shall be completed and provided to the owner or representative. 5.410.4 Testing and adjusting. Testing and adjusting of systems shall be required for '. (x) buildings less . . than 10,000 square feet. 5.410.4.2. Systems. Develop a written plan of procedures for testing and adjusting systems. (X) Systems to be included for testing and adjusting shall include, as applicable to the project, the systems listed in Section 5.410.3.2. . . (x) 5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with industry . best practices and applicable national standards on each system. . (X) •• 5.410.4.3 HVAC balancing. Before a new space-conditioned system serving a building or space is operated for normal use, the system should be balanced in accordance with the - procedures defined by national standards listed in Section 5.410.3.3.1.' (x) 5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report (X) of testing signed by the individual responsible for performing those services. . maintenance instructions and copies of guaranties/warranties for each system prior to final -. inspection. 5.410.4.5 Operation and maintenance manual. Provide the building owner with detailed operating and maintenance manual . , . . . 5.410.4.5.1 Inspection and reports. Include a copy of all inspection verifications and reports. . required by the enforcing agency. . . , -I . . . " . 8-52 Page 3 of 5 - Rev. 5/17 irepIacesg 5.503.1 Install only àdirect-veht sealed-combustion gas or sealed wood-burning fireplace or a (X) sealed wbodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subchapter7, Sectibñ 150. As Applicable 5.503.1.1 Woodstäves. Woodstoves shall comply with US EPA Phase II emission limits. (x) 1 ' 5 407 1 Weather protection Provide a weather resistant exterior wall and foundation envelope as required by California Building Code Section 1403 2 and California Energy Code Section 150 (x) manufacturers installation instruction instructions or local ordinance, whichever is more stringent - 5.407.2 Moisture control Employ moisture control measured by the following methods 5.407.2.1 Sprinklers Prevent irrigation spray on structures (x)_Mn ft 5 407 2 2 Entries and openings Design exterior entries and openings to prevent water intrusion into buildings IiOOo1 -" 5.504.3 Covering of duct Openings and protection .of. mechanical equipment during construction. At.the time of rough installation or during th toageon e construction site and until final start up of the heating and cooling equipment, all. duct and other related air distribution (x) component openings shall be.covered with tape, plastic, ,sheet metal'.or other methods to reduce the_amount_of debri.or_ duct the _which _may _collect _in_ _ystem. 5.1504.5.3 Filters In mechanically ventilated buildings provide regularly occupied areas of the building' withoutsidé and return airpriorto occupancy that provides at least a MERV of 8. V 5.504.4 Finishniâterial pollutanVcoñtrOl. Finish materials shall complywith Sections 5.504.4.1 through 5:504:4.6. ' V 5.504.4.1 Adhesives sealants, caulks. Adhesives and sealants used on the project shall meet the requirements ôfthe following standards: (X).' Adhesives; adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks sháll'comply with local or regional air pollution control or air-'.-quality management district ruleswhere applicable or SCAQMD Rule 1168 VOC'limits as shown in Tables 5.504.4j ähd 5.504.4.2. V Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds.(in:units of product, less packaging, 'which do not weigh more than one pound V and do notcdnsist of more than 16 fluid ounces) shall comply with statewide VOC standards nd other requirements including prohibitions on use of certain toxic compounds of California Code of Regulations Title 17 commencing with Section 94507 5.504.4.3 Paint and coatings Architectural paints and coatings shall comply with Table 5.504.4.3 5.504.4I31AérosàI'paiñts and coatings. Aerosol paints and coatings shall meet the Product- Weighted MlR limits for ROC in Section 94522 (a)(3) and other requirements including prohibition on üse.'àf certin toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520 'et'seq;).'. .' 5.504.4 Carpet systems. All carpet installed in the building interior shall meet the testing and product requirement's of one of thestandards listed in Section 5.504.4.4. 50504.4.4.1 Car petèushioñ: All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute Green Label Program. 5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 804.4.1. V 5.504;4.5 Compàsite wood products. Hardwood, plywood, particleboard and medium density fiberboardcompbsite wood products used on the interior or exterior of the building shall meet the requirements' for forrnaldehyde as specified in Table 5.504.4. 5.504.4.5:2 Documentation. Verification of compliance with this section shall be provided-as requested by-the enforcing agency. Documentation shall include at least one of the following: Product certification and specifications Chain of custody certifications V Other methods acceptable to the enforcing agency ' V 5.504.4.6; Res ilieñt;flooring systems. Comply with the VOC emission limits defined in the 2009 (X) .'CH PS criteria and listed on its Low-emitting Materials List (or product registry) or certified under the_FloorScore_ program _of the _Resilient _Floor Covering _Institute. B-52 Page 4 of 5 Rev. 5/17 S). Indoor Moisture and Radon Control 5.505.1 Indoor moisture control. Buildings shall meet or exceed the provisions of the California Building Code, Title 24 Part 2, Sections 1203 (Ventilation) Chapter 14.1 Air quality and Exhaust 5.506.1 Outside air delivery. For mechanically or naturally ventilated spaces in buildings, meet the (X) minimum requirements of Section 121 of the California Energy Code, CCR, Title 24, Part 6 and Chapter 4 of CCR, Title 8 or the applicable local code, whichever is more stringent. 5.506.2 Carbon DIOXIDE (CO2) monitoring. For buildings equipped with demand control ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the (x) requirements of the latest edition of the California Energy Code, Title 24, Part 6, Section 120.1(C) (4). Outdoor Air Quality 5.508.1 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire suppression equipment shall comply with Sections 5.508.1.1 and 5.508.1.2. As 5.508.1 CFCs. Install HVAC and refrigeration equipment that does not contain CFCs. applicable 5.508.1.2 Halons. Install fire suppression equipment that does not contain Halons. (x) (x) I, as the professional responsible for this project, certify that,' to the best of my knowledge, the mandatory items listed on this form have been incorporated into the project in order to comply with Title 24, Part 11 of the 2016 California Green Building Standards. All receipts for recycled materials have been attached to this form. Project Address: _Plan Check Number: Print Name: 5 ( Signed: License Number: Date: B-52 Page 5 of 5 Rev. 5/17