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Home My WebLink About2730 BRESSI RANCH WAY; ; CB072509; Permit09-25-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB072509 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant JONATHAN SHAPERO 415 8 CEDROS AVE STE 200 SOLANA BEACH CA 92075 858-350-0544 2730 BRESSI RANCH WY CBAD COMMIND Sub Type COMM 2131910700 Lot# 0 Status ISSUED $1,920,705 00 Construction Type VI Applied 09/27/2007 Reference # Entered By JMA BOYS & GIRLS ,6,775 SF GYM, Plan Apprc»/ed 09/25/2008 7642 SF ACTIVITIES RM, 3075 SF ADMIN, 1669SF PATIO Issued 09/25/2008 Inspect Area Plan Checks Owner BOYS AND GIRLS CLUB OF CARLSBAD PO 80X913 CARLSBAD CA 92018 Building Permit $5,105 94 Meter Size Add'l Building Permit Fee $0 00 Add'l Reel Water Con Fee $0 00 Plan Check $3,318 86 Meter Fee $365 00 Add'l Plan Check Fee $0 00 SDCWA Fee $13,476 00 Plan Check Discount $0 00 CFD Payoff Fee $16,365 36 Strong Motion Fee $403 35 PFF (3105540) $0 00 Park Fee $7,453 20 PFF (4305540) $0 00 LFM Fee $0 00 License Tax (3104193) $0 00 Bndge Fee $0 00 License Tax (4304193) $0 00 BTD #2 Fee $0 00 Traffic Impact Fee (3105541) $11,190 00 BTD #3 Fee $0 00 Traffic impact Fee (4305541) $0 00 Renewal Fee $0 00 PLUMBING TOTAL $357 00 Add'l Renewal Fee $0 00 ELECTRICAL TOTAL $310 00 Other Building Fee $0 00 MECHANICAL TOTAL $11750 Pot WaterCon Fee $14,547 00 Master Drainage Fee $0 00 Meter Size Dl 5 Sewer Fee $21,238 20 Add'l Pot Water Con Fee $541 00 Redev Parking Fee $0 00 Red WaterCon Fee $0 00 Additional Fees $263 00 HMP Fee $0 00 TOTAL PERMIT FEES $95,051 41 Total Fees $95,051 41 Total Payments To Date $95,051 41 Balance Due: $0.00 Inspector FINAL APPROVAL Date Cleat ance NOTICE Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refer-ed to as "fees/exactions" You have 90 days from the date this pemiit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other require^i information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bai any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFED that your nght to protest the specified fees/exactions DOES NOT APPLY lo water md sewer connect/or? fees and capacity changes, nor plannmg, zoning, grading or other similar application processing or service fees in connection with this projea NOR DOES IT APPLY to any fees/exactions of which vo^j hgve previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously otheiwise expired 1635 Faraday Ave. Carlsbad. CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Building Permit Application, / , Plan Check No. EstValue"^ \^9jX^. 10 Plan Ck. Deposit Date q [-2^7 101 ^JOBADDRESS ^^^^ g^r^^SSl (J^^ SIJfrE#/SPACE#/UNIT# APN •I zii- <s\ - oo CT/PR0JECT# LOT# PHASE* # OF UNITS # BEDRpDMS H BATHROOMS TENANT BUSINESS NAME CONSTR TtPE OCC GROUP •^&o«<5 +lVrU dob DESCRIPTION OF WORK • U - • f EXISTING USE PROPOSED USE GARAGE (SF)' PATIOS (SF) PDECKS(SF) • FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YES • # NO • YES • NO • YES • NO • CONTACTNAME f/f Different Fom AppWcai^ APPLICANT NAME ADDRESS ^ , _ , , 4/-^ ^. ^:^«no^ Ax/d-- Sr-fe 2.00 ADDRESS CITY I STATE ZIP CITY STATE ZIP PHONE PHONE jFAX EMAIL PROPERTY OWNER NAME - • 1 ,1 T X 1 / \ CONTRACTORBUS NAME i . , ADDRESS 7 ADDRESS CITY STATE ZIP CITY , STATE ZIP PHONE FAX ^ PHONE 1 FAX , I'cGg^g-^] lk>o -7^4. fe5sr EMAIL 6MAIL ARCH/DESIGNER NAME & ADDRESS STATE uc # STATfljf;* CLftSS^ ClTfBUS LICW (Sec 70315 Business and Profesiions Code Any Ciiy or County whicli requires a pennii to conicruct. alitr, improve, demolah or repair any structure, pnor to iti issuance, ^0 requires the applicant for such permit to file a signed statement thai he is licensed punuani to the provisions of the Concraccors License Law {Chapter 9 commending widi Section 7000 of Drnsion } of (tie Business and ProfessKins Code} or thit he a exempt therefrom, and the basis (or the alleged eiempaon Any violation of SetDon 7031 S by any applicant for a penmt subjects the applicant to a avil penalty of not moit than five hundred doDan {ISDO}] Workers' Compensation Declaration (hereby affm under penalty of perjury one of ttie foltowing dectarations G I tiave and will maintain a certificate of consent to self Insure for workers compensation as provided t)y Section 3700 of the labor Code, for the performance of the work for which this permit is issued "^il have and will maintam workers' compensation, as required by Secton 3700 of the Labor Code forthe performance of the work for which this permit is issued My workers'compensation insurance carrier and policy number are InsuranceCo -STA-TVC ^-M.? gAtfA^nvO f^0--0 O PolicyNo '?O0O4'^'2- - 2.0^S Expiration Date ^/\/ This section need not be completed if the permit is for one hundred dollars ($100) or less G Certificate of Exemption I certify that in the performance of ^e work for which this pemiit is issued, I shall nol employ any person in any manner so as to become subject to the Workers Compensation Lav^ of California WARNING Failure to secure worlcers' compensation coverage is unlawful, and shall subjetrt an employer to cnminal penalties and civil fines up to one hundred thousand dollars (£100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attomey's fees I tiereby affirm tbal I am exempt from Contractors Ljcense Law for tfie followmg reason • I, as owner of the property or my employees with wages as then sole compensation, v/ill do tfie work and the struciure is nol mtended or offered for sale (Sec 7044, Business and Professions Code The Contractors License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided thai such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving lhal he did not build or improve for the purpose of sale) • t, as owner of the property am exclusively contrachng with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply lo an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) • I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide Ihe major labor and matenals for construction of the proposed property improvement n Yes • No 2 I {have / have not) signed an application for a building pemiit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate supen/ise and provide the ma]or work (include name / address / phone / contractors' license number) 5 I Will provide some of the work, but I have contracted (hired) the following persons to provide Ihe work mdicated (include name / address / phone / type of work) .eTi PROPERTY OWNER SIGNATURE DATE Is the appficant or future building occupant required Io submit a business plan, acutely hazardous matenals registration form or nsk management and pevention program under Sections 25505.25533 or 25534 ot the Presley-Tanner Hazardous Substance Account Acf • Yes • No Is the applicant or future building occupant required lo obtain a permit from the airpollutioncontroldistrict 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 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 I hereby affirm that there is a construction iending agency for the perfonnance of the woilc tfiis permit is issued (Sec 3097 (i) Civii Code) Lender's Name Lender's Address 4 * IC, I ceit^thatl have lead the application and state that the abo\«infomiadon is coiredandthattheinfomiabon on lagreetocomplywithailC%ordinancesand State laws relatingto building cnnsbmrtion I hereby auttionze representative of the City of Cailsbad to enter upon tfie above mentioned propei^ for inspection purposes I ALSO AGREE TO SAVE INDEiyNIFY AND KEEP HARMLESS THE CITY OF CAIUSBAD AGAINST ALL LIABILITIES. JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PE^fT OSHA An OSHA permit is required for excavations over 5 0' deep and demolition or constnjction oi stmctures over 3 stones n height EXPIRATION Eve;y pemiil issued by ttie Building Official under Hie provisions of this Code shall expire by limitation and become null and void if ttie buildng or worif authonzed by such pemirt is not coomenced withm 180 days from the date of such pemul or if the building orw^^uttiMized by such permit saispended or abandoned al any tme ater Itie work E commenced fora^nod erf 180 days (Secbon 106 4 4 Unrfiami BuiWiig Code) >€S'APPLICANT'S SIGNATURE t— * OATE Inspection List Permits CB072509 Type COMMIND COMM BOYS & GIRLS ,6,775 SF GYM, 7642 SF ACTIVITIES RM, 3075 SF ADMIN. Date Inspection Item Inspector Act Comments 01/09/2013 19 Final Structural -Rl 01/09/2013 89 Final Combo PD AP 12/17/2012 14 Frame/Steel/Bolting/Weldin PD AP 12/04/2012 84 Rough Combo MC AP T-GRIDAT RM 120 11/27/2012 84 Roughi Combo MC PA T-GRID AT RM 106,110-114, 131-132 10/11/2012 16 Insulation PD AP 10/04/2012 84 Rough Combo PD AP 08/28/2012 34 Rough Electric PD AP 04/24/2012 92 Compliance Invesfigation PD AP KEEP PERMIT ACTIVE 06/10/2011 89 Final Combo PD PA OK TO OCCUPY TEEN CENTER, GYM, RESTRMS 06/06/2011 89 Final Combo PD CO 02/03/2011 17 Intenor Lath/Drywall PD PA 01/26/2011 16 Insulation PD PA 01/19/2011 84 Rough Combo PD PA @ RESTROOMS 01/18/2011 84 Rough Combo PD CA RECHEDULE FOR 1/19 01/12/2011 44 Rough/Ducts/Dampers PD PA OK TO INSULATE DUCTS 12/22/2010 17 Intenor Lath/Drywall PD PA @ 2 HR WALL/CEILING 04/05/2010 92 Compliance Investigation PD AP OK TO KEEP PERMIT ACTIVE 12/01/2009 34 Rough Electnc PD PA METER REL 11/25/2009 39 Final Electrical PD CO CALLED DAVID 11/12/2009 11 Ftg/Foundation/Piers PD Cl LIGHT POLE FTGS @ SIGN 11/12/2009 12 Steel/Bond Beam PD Cl 11/02/2009 12 Steel/Bond Beam PD PA @ TRASH ENCL SLAB, MONUMENT SIGN 10/27/2009 34 Rough Electric RB PA 10/27/2009 39 Final Electrical RB PA OK FOR METER RELEASE - SEE NOTICE 10/14/2009 31 Underground/Conduit-Winn PD AP 10/06/2009 24 Rough/Topout PD WC 10/06/2009 63 Walls PD AP WALL DRAiNS 09/23/2009 12 Steel/Bond Beam PD PA GROUT @ RAMP WALL 09/03/2009 61 Footing PD AP 08/26/2009 62 Steel/Bond Beam PD PA GROUT 08/26/2009 98 BMP Inspection PD PA 08/14/2009 11 Ftg/Foundation/Piers PC AP EPOXY DOWEL FIX @ PAN DECK 08/04/2009 11 Ftg/Foundation/Piers PD PA LIGHTWEIGHT @ ROOF 08/03/2009 17 Intenor Lath/Drywall PY PA ELECT ROOM 07/30/2009 11 Ftg/Foundation/Piers PD AP TRASH ENCL, BLOCK WALL 07/30/2009 98 BMP Inspection PD AP 07/13/2009 14 Frame/Steel/Bolting/Weldin PD PA EXT WALLS 07/13/2009 18 Extenor Lath/Drywall PD PA BY P Y ON 7/10/2009 07/13/2009 98 BMP Inspection PD PA 07/10/2009 84 Rough Combo PY AP 06/29/2009 14 Frame/Steel/Bolting/Weldin PD PA 06/29/2009 18 Extenor Lath/Drywall PD WC lursday, January 10, 2013 Page 1 of 2 06/29/2009 19 Final Structural PD WC 06/29/2009 98 BMP Inspection PD PA 06/04/2009 63 Walls PD PA GROUT 06/04/2009 98 BMP Inspection PD PA 05/28/2009 13 Shear Panels/HD's PD PA OK TO WRAP 05/28/2009 14 Frame/Steel/Bolting/Weldin PD WC 05/28/2009 63 Walls PD WC 05/28/2009 98 BMP inspection PD PA 05/11/2009 63 Walls PD PA GROUT 05/11/2009 98 BMP Inspection PD PA 05/05/2009 63 Walls PD PA GROUT 05/05/2009 98 BMP Inspection PD PA 04/30/2009 62 Steel/Bond Beam PD AP 04/30/2009 98 BMP Inspection PD PA 04/29/2009 12 Steel/Bond Beam PD PA GROUT 04/29/2009 22 Sewer/Water Service PD PA WATER LINE 04/29/2009 98 BMP Inspection PD PA 04/23/2009 63 Walls PY WC 04/23/2009 66 Grout PY PA 3RD LIFT 04/22/2009 63 Walls PD CA ROLL TO THURSDAY 04/20/2009 65 Retaining Walls PD PA GROUT 04/20/2009 98 BMP Inspection PD PA 04/14/2009 13 Shear Panels/HD's PD PA 04/14/2009 98 BMP Inspection PD PA 04/13/2009 14 Frame/Steel/Bolting/Weldin RB CA AT SITE 04/13/2009 63 Walls RB NR 1ST TIME 04/13/2009 63 Walls RB PA CAME BACK 2XS - 1ST LIFT OF 4FT OK 04/13/2009 66 Grout RB PA CAME BACK 2XS - 1ST LIFT OF 4FT OK 04/09/2009 15 Roof/Reroof PD PA 03/04/2009 13 Shear Panels/HD's PD PA 1ST LOOK 03/04/2009 14 Fra me/Steel/Bolting/Weld in PD WC 03/04/2009 18 Extenor Lath/Drywall PD PA 01/20/2009 11 Ftg/Foundation/Piers PD AP 01/16/2009 11 Ftg/Foundation/Piers PD CA 01/15/2009 21 Underground/Under Floor PD AP 01/13/2009 31 Underground/Conduit-Winn PY NR 01/12/2009 21 Underground/Under Floor PY AP BATHROOMS 01/09/2009 21 Underground/Under Floor PY PA STAFF BATHROOM SEE PLAN 12/12/2008 21 Underground/Under Floor PY PA SEE PL^N 12/12/2008 22 Sewer/Water Service PY WC 12/04/2008 21 Underground/Under Floor PD PA 2IN U G WASTE 12/03/2008 21 Underground/Under Floor PD PA ON PLAN Thursday, January 10 2013 Page 2 of 2 City ot Carlsbad Final Building Inspection L m - 6 2011 Dept Building Engineering Planning 'CMWD St Lite-^Fire^ ^ Plan Check # Date 06/06/2011 — Permil # CB072509 Permit Type COMMIND ProjectName BOYS & GIRLS ,6,775 SF GYM, Sub Type COMM 7642 SF ACTIVITIES RM, 3075 SF ADMIN, 1669SF PATIO Address 2730 BRESSI RANCH WY Contact Person MIKE Sewer Dist CA Lot 0 Ptione 6198438448 Water Dist CA Date Inspected Approved V ^''"''''disapproved Date Inspected Approved Disapproved Date Inspected Approved Disapproved Inspected By . Inspected By Inspected By Comments ML City of Carlsbad Final Building Inspection Dept Building Engineering Planning CIVIWD St Lite Fire Plan Check # Permit # Project Name CB072509 BOYS & GIRLS ,6,775 SF GYM, 7642 SF ACTIVITIES RM, 3075 SF ADMIN, 1669SF PATIO Address 2730 BRESSI RANCH WY Lot Contact Person MIKE Phone 6198438448 Sewer Dist OA Water Dist CA ^p^te-' 06/06/2011 Permit Type COMMIND Sub Type COMM 0 Inspected By Inspected By Inspected By Date Inspected Date Inspected Date Inspected Approved Approved Approved Disapproved Disapproved Disapproved Comments InfommUon [To Build On Engineering • Consulting • Testing Page 1 of REPORT CLIENT DATE Architect Engineer Contractor thnc 7' PROJECT (Name) Boy^^ <<^,^is c^fL-<^^ (Address) "^^^g A<i,>^^u i^^y REPORT NO oS'^- g^'^yg Building Permit No C6c:^77^5'0'^ Plan File No GoW Contract OSA or OSHPD ^ Other REVIEW MAT L SAMPLING OTY MATERIAL DESCRIPTION CHECKLIST OSHPD Concrete Cviinders Rmf Rebar >c- Plan S Specs OSA Cement Rinf WWF ^ Clearances . Spectaitv / Moriar Samoles JI Rinf Tendons y Positions Mecharical _Crout Se-nples JI Cone MIX ^/DSI Sizes _Crout Se-nples Electncai Masonry Blocl< '^ireoroQf'pg .Units (Blocl^ or Brick) AsDhait Concrete Cone Mix WDSI icr Laps Roofng Masonry Blocl< '^ireoroQf'pg .Units (Blocl^ or Brick) AsDhait Concrete Cone IViix ii/DSi Future Continuitv ^i/osi f3oc> Concrete Masonry Blocl< '^ireoroQf'pg .Units (Blocl^ or Brick) AsDhait Concrete _ Grout MIX S/DSI Consolidation X iViasonrv Structu-a. S.eei Masonry Blocl< '^ireoroQf'pg .Units (Blocl^ or Brick) AsDhait Concrete Mortar Tvoe/psi ^y^&^i j^fT' Units Block V-Mortar Batchina f^-^^ /f^^l- Eleclrode Storaoe Prestress Concete Roofing • Units Bnci< Toraue Aooiied Pile D iving .Reirf Sfeel Steel FireproofrJig Stee' HS Bolts _„V\/a le roof in G HS Bolts —— Metaf Deckino Non-DesfrijC'ive Tendon (PT Straids) Electrodes Soils Technician __Otne' Fireoroofina Batch piani Otlier Other Corrective action rpouired Bol! Pull Out Other Corrections comp'efeo REMARKS £5^ CERTIFICATJO'N OF COM^'LiAMCE To the besi. or ou- kno. iedge ail of ihevteponed vuorl^ unless othervse notec si-bsTant;al'v conpliss witi- approved plans specificaiiors and aoplicable sections nf the building coaes This report covers ihe iocat'ons of the worl^ reoorted only and does not constitute engmeenng opinion or pro]ect control TECHNICIANS NAME (print clearlv) TECHNICIAN S SIGNATURE CERT NO -5^7o^gy7-;;v /o?? DATE S'~ 1/-0-7 FROM HTK STRUCT'L EHfiJlCERS FM NO 85Sb79:-;9Ty May 04 2009 11 2SPI1 PI •'I • 14268 Danielson Stieet Suite 200 Poway, CA 92064 Phone 858-679-8989 Fax 658-079-8959 • 2350 Solves, #101 IJIVH# yii?2iy"'^ Las Vegas NV 89146 H • BAYLOR Phone 702-505-8225 • • • W m. KUSHKAKI Fax 70?-?l5-680l .TRUv.;jRAi rNciNti-.'s FACSIMILE TRANSMITTAL SHEET FROM COMPANY DATE , PHONE NI;M5ER roiAL NO 'OF PAGES INCLUDING COVER / FAX NUMBER SENDER'S REFERENCE NUMBER RE YOUR REFERENCE NUMBER • UF^GENT n FOR REVIEV^/ • PLEAS W"^ .[.Jim n' ppjf ^yy^^i^iWUiliiiLa UJJ. J iU 1 L-U-U 1—J "-JJ—" V'J P ^^n^TTTi' ^ . 1.1 • | f j E COMMENT D PLEASE REPLY • PLEASE RECYCLE NOTeS/COMMENTS ]!' 'I Structural Engineering Information ^ ^ ^^^^ [To Build On Engineering • Consuming • Testing INSPECTION REPORT PageJ of_ Project Name (per plans) CU-'^fy* Inspection Date ^ -3_ , r. Jl J A PSI B 900-171 (2) \ J W.0._; DATE NAME rW'\A<J HOURS 2- t) Geotechnical * Coastal * Geologic * Environmental Client Name _ Location/Tract FOOTING TRENCH OBSERVATION SUMMARY ,^rr-^6 y f^/HZ^ CLjh Proiect Name SA/^f- C An6&Aj^ c Unit/Phase/Lot(s) Referenced Geotechnical Report(s)* ' Observation Summary \|{A^lnitials Date Initials Date Initials Date 1 iMnitials Date A representative of GeoSoils, Inc observed onsite soil and footing trench conditions Soil conditions in the trench are generally free of loose soil and debns, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report A representative of GeoSoils, Inc observed and reviewed footing excavation depth/width Footing excavations generally extend to proper depth and bearing strata, and are in general conformance With recommendations of the geotechnical report A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable) The setback was in general accordance with the recommendations of the geotechnical report Notes to Superintendent/Foreman Footing excavations should be cleaned of loose debns and thoroughly moistened just pnor to placing concrete Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended Consult the geotechnical report for presoaking recommendations We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly In the event of a site change subsequent to our footing observation and prior to concrete placement (i e , heavy ram, etc), we should be contacted to perform additional site observations and/or testing This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the complehon of grading ^^-"^ 5741 Palmer Way Carlsbad, CA 92008 1446E Chestnut Ave Santa Ana, CA 92701 Representative of GeoSoils, Inc 26590 Madison Ave Murneta, CA 92562 Carlsbad 072S09 October 11,2007 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 0H'iO B^5SS/ ^MJCM- WAV PLAN CHECK NUMBER: 072-5CR OWNER'S NAME: PpYS 4 SllUS CUf^ OF cmtsiAP I, as the owner, or agent of the owner (contractors may Qg£ employ the special Inspector), certify that I. or the architect/engineer of record, will be responsible for employing the special (nspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed 1, as the engmeer/atghitej^ of record, certify that I have prepared the following speoial m^iection program ns required^tJBC Section 106 J.S for the construction pnuecUAC&ted at the site listed above. Signed 1. List of work requiring special inspection: f SoiU Compliance Prior to Foundation Inspection M Field Welding Structural Concrete Over 2500 PSI ^ High Strength Bolting Prestressed Concrete • Expanslon/Epoxy Anchors ^ Structural IVIasonry • Sprayed-On Rreproofing • Designer Specified Kl Other AT7?=^€Hi=n 2. Nama(s) of Indlvldual(s) or finn(s) responsible for the special Inspections listed above: A. FtoF^SSinM/M . &^\}\rjp. (MhuQmi /f.r. B. C. 3. Duties of the special Inspectors for the work listed above: B. C. Spadal mspactors shall dtock In wim the Oty and prssent thoir eraiMflil9l$ for aporovel cmmft beginning MOA on lt» io& site. 2t0-a 9iSt 099 898 iBL HHsV i fill UUL.H'lS XL'-I •cIHOO 1I0S3 IH! n 4->i) n:9l iOOZ-TT-J.00 Information {To Build On Engineering • Consulting • Testing CLIENT U]^Li_C4l]l{j_ DATE ^'/R^09 Architect I^i^^d^f '/J C^/Z^/^/^ Engineer Page 1 of REPORT PROJECT (Name)^^>5 ^CSM^^ fAddressi3^/^ RA/^ ^> REPORT NO C^TT^^T^^ Building Permit No C Sn l2i <^0 9 Plan File No Govt Contract OSA or OSHPD # Other REVIEW OSHPD OSA Specialty Mechancai Eleclncai Rooting Concrete ^ Masonry Structural Stee! Prestress Concrete Pile Driving FTeprcof'ng .Waterproofing Non-D9Si''uctive Soils Technician Batch Plant Bolt PuH-Out MAT'L SAMPLING Concrete Cylinders Cement Mortar Samoles Grout Samples Masonry Block ___Fi reproof mg Uni^s (Block or Brick) Asphalt Concede Roofing Reinf Steel Steel HS Bo'ts Tendon (PT Strands) Other Other Other OTY MATERIAL D^SCRIPTtON ^ Rinf Rebar^g'^^f^fS^ _ Rinf WWF _^ Rinf Tendons _ _Conc MIX #/psi _Conc MIX #/psi _Conc MIX #/psi _Grout Mix #/ps' _Morlar Type/psi ^Units Block _Units Brick ^ _Sieel _H S Bolts _Metal Decking _Eleclrodes _Fireproofing Other CHECKLIST :::;^'ian & specs "Clearances ^•^ositions Sizes X^ps Future Continuity #/psi _Consolidation _Mortar Batching _Electrode Storage _Torque Aopiied _Corrective action reauired, .Corrections completed REMARKS J 'y LLL CERTIFICATION OF COMPLIANCE T^fclfle^est oJoUr knowledge, all of the reported work, unless othemise noted substantially complies with approved plans fapecifications and applicable sections oi the bu.tding codes This report covers Ihe locations of the wor^ reported only and does not constitute engmeenng opinion or project control m M o y Mi 1. PLANNING July 14, 2008 To Abe Doliente EsGil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 RE: BOYS AND GIRLS CLUB OF CARLSBAD 2810 BRESSI RANCH WAY CARLSBAD, CA PLAN CHECK NO. 072509 SPECIAL INSPECTION PROGRAM, CONTINUED I List of v/ork requinng special inspection Other as listed belov/ - A Grade beam at moment frame - concrete over 2500 psi B Moment frame field welding per sheet RD5 and details 14/RD3, 15/RD3, 12/RD6and 13/RD6 C Verify soil conditions are substantially in conformance with soil investigation report D Verify that foundation excavations extend to proper depth and bearing strata E Provide soil compaction test results depth of fill relative density bearing values F Provide sod expansion tesi results expansion index recommendations for foundations on grade floor slab design for each building site G Post Tension slab H High strength bolting I 1 2" CMU wail at Gymnasium If you hove any questions, please do not hesitate to call Regards, Jonathan Shapero 415 Sooth Cedros Ave, #200 Solana Beach, CA 92075 www dohlingroup com 858 350 0544 f 858 350 0540 S|H EsGil Corporation In (partnership with government for (Butfding Safety DATE August 6, 2008 g.APPfet€^NT JURIS. JURISDICTION Carlsbad • "PLANREVIEWER • FILE PLAN CHECK NO 072509 SET VI PROJECT ADDRESS 2810 Bressi Ranch Way PROJECT NAME Boys & Girls Club of Carlsbad The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes PLEASE SEE REMARKS BELOW. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are bemg held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to fon/vard to the applicant contact person I I 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 I I Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) //. Fax # Mail Telephone Fax In Person (\ ) 3 REMARKS 1 Trusses are deferred 2 Tnie Cit^^iWmg Official shall review the special inspection program submitted by the applicant/S^oose perforated sheets of P1, P2, P3, M2 & M3 (2 sets) must replace the ones included in me city sets By Abe Doliente Enclosures Esgil Corporation • GA • MB • EJ • PC 8/6/08 9320 Chesapeake Drive, Suite 208 • San Diego, Cahfomia 92123 • (858) 560-1468 • Fax (858) 560-1576 • APPLICANT [\S -Q-PLfflTREVIEWER • FILE EsGil Corporation ' ( " In (partnership with government for (Butfdtng Safety DATE May 6, 2008 JURISDICTION Carlsbad PLAN CHECK NO 072509 ^ SET V PROJECT ADDRESS -28*eiSressi Ranch Way PROJECT NAME Boys & Girls Club ofCarlsbad I I The pians transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck Xl The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to fonward to the applicant contact person ^ The applicant's copy of the check list has been sent to Jonathan Shapero 415 S Cedros Ave , Suite 200, Solana Beach, CA 92075 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed ^ Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted^Jonathan Shapero Telephone # 858/350-0544 Date contacted Fax #. 858/350-0540 Mail v^Telephone Fax ^ In Person • REMARKS By Abe Doliente Enclosures Esgtl Corporation ^ GA • MB • EJ • PC 4/25/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 May 6, 2008 RECHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 072509 PROJECTADDRESS 2810 Bressi Ranch Way SET V DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 4/25/08 May 6, 2008 REVIEWED BY Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electncal 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, Engineenng Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit three new complete sets of pnntsto Esgil Corp or to the bldg dept ofthejuns B 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 C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 bnefly descnbe them and where they are located on the plans Have changes been made not resulting from this lisf? •Yes UHo Carlsbad 072509 May 6, 2008 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 This will be forwarded to the city. 30 Provide truss details and truss calculations for this project Specify on the plans the truss identification numbers Trusses are deferred. 31 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 This goes with correction item no. 30. 35 Please see the following corrections for plumbing and mechanical The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Dnve, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation Thank you PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code PLUMBING (2000 UNIFORM PLUMBING CODE) 6 Still no vents shown for two of the four drinking fountains (DF-1) in the Isometric Drawings on sheet P-3? (The two at the top of the Isometric Drawing on sheet P-3.) Correct the Isometnc plan on sheet P-3 to show the vents for the dnnking fountains 10 The minimum plumbing facilities calculations on sheet A2.1A are Incomplete and use UBC, Appendix 29 (Note, the California Building Code does not adopt the Appendix 29.) Also, the calculations do not Include the required number of lavatories (it seems 6 male and 6 female lavatories are required.) Provide calculations to show compliance with UPC, Section 413 1 & Table 4-1, (Minimum Plumbing Facilities) for facilities where the public congregates, as required by H & S Code, Section 118505 Carlsbad 072509 ^ay 6, 2008 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 12 Sheet M-2 shows the main condensate waste from the fan coil #FC-1 draining directly to a kitchen sink tailpiece (not a lavatory as per note) and the main condensate waste from the fan coil #FC-5 draining directly to a service sink tailpiece (not a lavatory as per note). To a Lavatory tailpiece is OK, but not allowed to a kitchen sink tailpiece nor to a service sink tailpiece. Please correct. Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 &UPC 807 2 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In (Partnership unth government for (BmCding Safety DATE March 25, 2008 •_Ai2ELlCANT • JURIS^ JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 072509 SET III ^^^^ PROJECT ADDRESS ^38ie-Bressi Ranch Way PROJECT NAME Boys fis Girls Club ofCarlsbad I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 3 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck . ' ' I I The applicant's copy of the check list is enclosed for the junsdiction to forward toihe applicant contact person ^- L , ,. - 11 Xl The applicant's copy of the check list has been sent to Jonathan Shapero • " ^ VV M 415 S Cedros Ave , Suite 200, Solana Beach, CA 92075 . . I I EsgiFCcirporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Jonathan Shapero Telephone # 858/350-0544 Datecontacted3^2Wt^^(bv^^ Fax # 858/350-0540 Mail ^Telephone Fax^ In Person • REMARKS By Abe Doliente Enclosures Esgil Corporation ^ GA • MB • EJ • PC 3/18/08 9320 Chesapeake Dnve, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 March 25, 2008 RECHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 072509 PROJECT ADDRESS 2810 Bressi Ranch Way SET III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 3/18/08 March 25, 2008 REVIEWED BY Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained m the Building Code, Plumbing Code, Mechanical Code, Electncal 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, Engmeenng Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the ongmal tracings and submit three new complete sets of - pnntsto Esgil Corp or to the bldg dept ofthejuns ^ . B 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 C The following items have not been resolved from the previous plan reviews The onginal correction number has been given for your reference In case you did not keep a copy of the pnor correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 bnefly descnbe them and where they are located on the plans Have changes been made not resulting from this lisf? •Yes QNo Carlsbad 072509 March 25, 2008 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 3 Revise the special inspection list to include post tensioned slab 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the city form previously sent to you 14 Fire-resistive extenor wall construction shall be maintained through attic areas or other areas containing concealed spaces Section 709 3 1 Show details ornote this on the plans. 30 Provide truss details and truss calculations for this project Specify on the plans the truss identification numbers Trusses are deferred. 31 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1. This goes with correction item no. 30. 35 Please see the following corrections for plumbing and mechanical The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake.Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan . review for your project If you have any questions regarding these plan review iterris, please ' contact Abe Doliente at Esgil Corporation Thank you Carlsbad 072509 March 25, 2008 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code PLUMBING (2000 UNIFORM PLUMBING CODE) 6 Still no vents shown for the four drinking fountains (DF-1) in the Isometric Drawings on sheet P-3? Correct the Isometnc plan on sheet P-3 to show the vents for the dnnking fountains 7. No plumbing fixture schedule found in the Architectural plans'? Water closet bowls for public use shall be of the elongated type as per UPC Section 409 1 8 No plumbing fixture schedule found in the Architectural plans? All water closet seats, except those within dwelling units, shall be of the open front type as per UPC, Section 409 2 2 10 No response provided? Provide calculations to show compliance with UPC, Section 413 1 & Table 4-1, (Minimum Plumbing Facilities) for facilities where the public . - congregates, as required by H & S Code, Section 118505 MECHANICAL (2000 UNIFORM MECHANICAL CODE) ^.L 12 Sheet M-2 does not show the main condensate drain lines from the five fan coil , ^ units? Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 13 Sheet M-2 does not show the overflow condensate drain lines from the five fan coil units'? Detail the overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space to readily observed locations UMC Section 310 2 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In (Partnership with government for (BuiCding Safety DATE February 15, 2008 •^.AEELICANT ^\jURI^;^ JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 072509 SET JL PROJECT ADDRESS -OeW Bressi Ranch Way PROJECT NAME Boys 66 Girls Club of Carlsbad I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck Xl The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to fonA/ard to the applicant contact person ^ The applicant's copy of the check list has been sent to Jonathan Shapero 415 S Cedros Ave . Suite 200. Solana Beach. CA 92075 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed IXI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Jonathan Shapero Cx ) Telephone # 858/350-0544 Date contacted 1-]3 {by ^) Fax # Mail Telephone^ Fax in Person • REMARKS By Abe Doliente Enclosures Esgil Corporation ^ GA • MB • EJ • PC 2/4/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 February 15, 2008 RECHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 072509 PROJECTADDRESS 2810 Bressi Ranch Way SET I DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 2/4/08 February 15, 2008 REVIEWED BY Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbmg Code, Mechanical Code, Electncal 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, Engineenng Department or other departments The followmg items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the onginal tracings and submit three new complete sets of pnntsto Esgil Corp or to the bldg dept ofthejuns B 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 C The following items have not been resolved from the previous plan reviews The onginal correction number has been given for your reference In case you did not keep a copy of the pnor correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 bnefly descnbe them and where they are located on the plans Have changes been made not resulting from this lisf? •Yes QNo Carlsbad 072509 February 15, 2008 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 3 Revise the special inspection list to inciude post tensioned slab 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the city form previously sent to you 14 Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces Section 709 3 1 Show details ornote this on the plans. 28 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans 29 Review the soil report recommendation on pages 20 & 21 of the soil report This requires concrete slab to be minimum 5 inches thick This requirement excludes 10 inches mat slab 30 Provide truss details and truss calculations for this project Specify on the plans the truss identification numbers Trusses are deferred. 31 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 This goes with correction item no. 30. 35 Please see the following corrections for plumbing and mechanical The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Dnve, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation Thank you Carlsbad 072509 February 15, 2008 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code PLUMBING (2000 UNIFORM PLUMBING CODE) 6 Still no vents shown forthe four drinking fountains (DF-1) In the Isometric Drawings on sheet P-3? Correct the Isometnc plan on sheet P-3 to show the vents for the dnnking fountains 7 No plumbing fixture schedule found in the Architectural plans? Water closet bowls for public use shall be of the elongated type as per UPC Section 409 1 8 No plumbing fixture schedule found in the Architectural plans? All water closet seats, except those within dwelling units, shall be of the open front type as per UPC, Section 409 2 2 10 No response provided? Provide calculations to show compliance with UPC, Section 413 1 & Table 4-1, (Minimum Plumbing Facilities) for facilities where the public congregates, as required by H & S Code, Section 118505 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 12 Sheet M-2 does not show the main condensate drain lines from the five fan coil units? Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 13 Sheet M-2 does not show the overflow condensate drain hnes from the five fan coil units? Detail the overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space to readily observed locations UMC Section 310 2 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans EsGil Corporation In (Partnership with government for (Buifding Safety DATE October 11, 2007 •APPLICANT JURIS JURISDICTION Carlsbad ^•TTLAFTREVIEVVER • FILE PLAN CHECK NO 072509 SET I PROJECT ADDRESS 2810 Bressi Ranch Way PROJECT NAME Boys & Girls Club ofCarlsbad I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when mmor deficiencies identified below are resolved and checked by building department staff r~| The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck 3 The check list transmitted herewith is for your information The plans are bemg held at Esgil Corporation unttl corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Jonathan Shapero 415 S Cedros Ave , Suite 200, Solana Beach, CA 92075 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed ^ Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Jonathan Shapero Telephone # 858/350-0544 Datecontacted/o/lf/o^ (by^) Fax # " ' dS^O Mail Telephone \/ Fax in Person • REMARKS By Abe Doliente Enclosures Esgil Corporation S GA MB • EJ • PC 10/1/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 October 11, 2007 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 072509 JURISDICTION Carlsbad OCCUPANCY A2 1, A-3, B USE Gymnasium, clubhouse TYPE OF CONSTRUCTION V-IHR ACTUAL AREA Gymnasium - 6,775 SF Activities - 7,642 SF, Adm - 3,075 SF ALLOWABLE FLOOR AREA STORIES 1 HEIGHT SPRINKLERS'? Yes OCCUPANT LOAD 416,153,31 REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE PLANS RECEIVED BY ESGIL CORPORATION 10/1/07 DATE INITIAL PLAN REVIEW COMPLETED October 11, 2007 PLAN REVIEWER Abe Doliente FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electncal Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review IS based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineenng Department, Fire Department or other departments Clearance from those departments may be required pnor to the issuance ofa building permit Code sections cited are based on the 2001 CBC, which adopts the 1997 UBC The following items listed need clarification, modification or change Alt items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copv) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 072509 October 11, 2007 Important Notice Regarding the 2007 CBC If you are an architect, engineer, designer or contractor that performs work within the State of California, please be advised that a new building code will take effect on January 1, 2008 The new building code is based on the 2006 International Building Code (IBC) and it is significantly different than the Uniform Building Code (UBC) All plan review applications submitted after December 31. 2007 will be required to comply with the new code The 2007 CBC is currently available for purchase directly from the International Code Council, at vww iccsafe org Please make all corrections, as requested in the correction list Submit three new complete sets of plans for commercial/industrial projects (two 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, Engineenng and Fire Departments 2 Bnng one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGit Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • PLANS 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Busmess and Professions Code 2 Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained Carlsbad 072509 October 11, 2007 3 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the foltowing checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIORTO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • FIELD WELDING • HIGH-STRENGTH BOLTS • STRUCTURAL MASONRY - DESIGNER-SPECIFIED • OTHER 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached city form • SITE PLAN 5 Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan 6 Clearly designate any side yards used to justify increases in allowable area based on Section 505 • FIRE-RESISTIVE CONSTRUCTION 7 Provide details of the one-hour fire-resistive construction Include roof/ceiling assemblies, wall assemblies, column and beam assemblies, etc 8 Detail how one-hour fire-resistive wall construction is maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electnc panels exceeding 16 square inches in area, etc Section 709 7 9 Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents Also detail recessed light fixtures Sections 709, 710 10 Fire dampers shall be installed per Section 713 11 at all ducted or unducted air openings at penetrations of a) Ceilings of fire-resistive roof-ceiling assemblies b) Occupancy separation wads Carlsbad 072509 October 11, 2007 11 Smoke dampers shall be installed per Section 713 10 at all ducted or unducted air openings at penetrations of a) Occupancy separation walls 12 If smoke dampers are required, the plans shall show the locations of the smoke detectors (instailed in accordance with the Fire Code) listed in the options of Section 713 10 of the UBC 13 Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant) THROUGH-PENETRATIONS (through the entire assembly) Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-rating, T-rating or complymg with UBC Standard 7-1, depending on their locations, sizes and combustibility Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-rating, T-rating or complying with UBC Standard 7-1, depending on thetr sizes, combustibility and whether the penetrations are in walls above MEMBRANE-PENETRATIONS (through only one side of an assembly) Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility Limited steel electncal outlet boxes (not exceeding 16 sq in , nor more than 100 sq in for any 100 sq ft of wall) require no protection Fire-resistive floors or ceilings havmg penetrations shall comply with Section 710 NOTE The plans should indicate the various fire-stop ratings required for all penetrations 14 Provide a note on the plans stating "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required m UBC Sections 709 and 710" 15 Fire-resistive extenor wall construction shall be maintamed through attic areas or other areas containing concealed spaces Section 709 3 1 . OCCUPANCY SEPARATION 16 A one-hour occupancy separation is required between the A2 1 occupancy and the B occupancy Table 3-B, Section 302 2 (See exceptions m Section 302) 17 Provide one-hour fire-resistive door assemblies in the one-hour occupancy separation Section 302 3 Carlsbad 072509 October 11, 2007 18 Exit doors from Group A occupancies shall not be provided with a latch or lock unless it IS panic hardware Section 1007 19 All doors and gates, within the exit path from Group A occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware Section 1003 3 2 2 20 When additional doors are provided for egress purposes, they shall conform to the width, swing and hardware provisions in Chapter 10 Section 1003 3 1 1 . ROOFS 21 Specify on the plans the following information for the roof matenals, per Section 106 3 3 for the tile roof a) Manufacturer's name b) Product name/number. c) ICBO approval number, or equal • FIRE EXTINGUISHING 22 Note on the plans "When serving more than 100 spnnkler heads, automatic spnnkler systems shall be supervised by an approved central, propnetary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location " Section 904 3 • TITLE 24 DISABLED ACCESS 23 Compliance with the disabled access requirements are either shown on noted on the plans These will have to be field verified • FOUNDATION 24 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 25 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 26 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design beanng capacity of the foundation Section 106 3 3 27 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 Carlsbad 072509 October 11, 2007 28 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the pians (When required by the soil report) 29 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Priorto the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that (When required by the soil report) a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations comply with the intent of the soils report " 30 Provide truss details and tnjss calculations for this project Specify on the plans the truss identification numbers 31 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 32 Complete the structural calculations for the moment frame These were not included in the submitted structural calculations 33 Show the roof joists at the gymnasium (36LH14(g 8'-0" 0 C ) as catted out on sheetGI of the structural calculations Refer to sheet S5 of the plans • ADDITIONAL 34 Complete and recheck the call-outs and cross references 35 Piease see the followmg corrections for electncal, energy, plumbing and mechanical 36 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc 37 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 bnefly descnbe them and where they are located m the plans Have changes been made to the plans not resulting from this correction list? Please indicate • Yes • No Carlsbad 072509 October 11, 2007 38 The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation Thank you • ELECTRICAL PLAN REVIEW • 2002 NEC • PLAN REVIEWER: Morteza Beheshti 1 All electncal sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 2 Please complete the "FC" mechanical equipment electncal power design 3 Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator) This IS required when two exits are required per the UBC UBC 1003 2 8 5 and NEC 700 16 4 In all occupancies where the exit system serves 100 or more occupants, provide a mmimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator) UBC 1003 2 9 2 & NEC 700 16 5 Rebar OR ground rods are not acceptable grounding electrodes for commercial applications in the City of Carlsbad Please descnbe what the "UFER" ground will be (footage, conductor matenai and size, depth in footing ) ENERGY CONSERVATION 6 The envelope designer, mechanical engineer and the author must sign the impnnted PERF-1 forms 7 Specify the following mandatory measures and provide the electncal design for the extenor lighting o All outdoor luminaries with lamps rater over 100 watts must have a lamp efficacy of at least 60 lumens/watt or be controlled by a motion sensor (mercury vapor & large incandescent do not comply) o Cut-off shielding for outdoor iuminanes rated greater than 175 watts o The method of providing automatic shut-off controls (and) o The method of providing multilevel switching Carlsbad 072509 October 11, 2007 Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 1 Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued Business and Professions Code The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued PLUMBING (2000 UNIFORM PLUMBING CODE) 2 Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines. 3 Please show the upstream sewer manhole rim elevation. As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood nm elevations below the upstream manhole rim elevations Only fixtures with flood nm levels below the upstream manhole nm elevation may flow through a backwater valve 4 Provide complete water line sizing calculations, including the water pressure, pressure losses, water demands, and developed pipe lengths UPC Section 610 0 and Appendix 'A' The water line sizing data on sheet P-1 is blank 5 Provide gas line plans and calculations, showing pipe lengths and gas demands UPC Section 1217 0 The energy design show gas fired HVAC units 6 Correct the Isometnc plan on sheet P-3 to show the vents for the dnnking fountains 7 Water closet bowls for public use shall be of the elongated type as per UPC Section 409 1 8 All water closet seats, except those within dwelling units, shall be of the open front type as per UPC, Section 409 2 2 9 Show the required floor drains in the toilet rooms containing 2 or more water closets or a combination of 1 water closet and 1 unnal, except m a dwelling unit The floor shall slope toward the floor drains following locations, as per UPC Section 412 2 1 .Carlsbad 072509 October 11, 2007 10 Provide calculations to show compliance with UPC, Section 413 1 & Table 4-1, (Minimum Plumbing Facilities) for facilities where the public congregates, as required by H & S Code, Section 118505 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 11 Show the size, location, and types of all heating and cooling appliances or systems to match the energy design package 12 Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 13 Detail the overflow (secondary) condensate discharge from air conditioning units that are in a ceiling space to readily observed locations UMC Section 310 2 14 Clearly show the required smoke dampers at duct openings in the fire rated occupancy separation as per UBC, Section 713 10 Sheet M-2 shows only fire dampers at the fire rated occupancy separation Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad 072509 October 11, 2007 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REOUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 072509 Job Address or Legal Descnption 2810 Bressi Ranch Way- Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special hispector is required to provide continuous inspection dunng the performance of the phases of construction mdicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department pnor to the issuance of the building permit Special kispectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special hrspector do not change the requirements for inspections by personnel of the City of Carlsbad buildmg department The inspections by a Special Inspector are m addition to the mspecttons normally required by the County Building Code The Special Inspector is not authonzed to inspect and approve any work other than that for which he/she is specifically assigned to mspect The Special Inspector is not authonzed to accept aUemate matenals, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City ofCarlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City ofCarlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Carlsbad 072509 October 11, 2007 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that 1, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 forthe construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the followmg special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer s/Architect s Seaf S Signature Here Signed 1. List of work requiring special inspection: cn Soils Compliance Priorto Foundation Inspection O Field Welding • Structural Concrete Over 2500 PSI • High Strength Bolting O Prestressed Concrete D Expansion/Epoxy Anchors CU Structural Masonry Q Sprayed-On Fireproofing CD Designer Specified C] Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above A. B. C. special inspectors shall check in with the City and present their credentials for approval pnor to beginning work on the job site Parlsbad 072509 October 11, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 072509 PREPARED BY Abe Doliente DATE October 11, 2007 BUILDING ADDRESS 2810 Bressi Ranch Way BUILDING OCCUPANCY A2 1, A-3, B TYPE OF CONSTRUCTION V-IHR BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) Gymnasium 6775 105 31 713,475 Activities 7642 105 31 804,779 Administration 3075 79 82) 245,447 Circ, Service 1271 8 87 11,274 Covered area 398 8 87 3,530 Air Conditioning 18673 4 66 87,016 Fire Spnnklers 19161 2 88 55,184 TOTAL VALUE 1,920,705 Junsdiction Code cb By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance $5,105 94 $3,318 86 Type of Review 0 Complete Review • Structural Only CJ Repetitive Fee Repeats • Other |—I Hourly Esgil Plan Review Fee Hour $2,859 33 Comments Sheet 1 of 1 macvalue doc EsGil Corporation In Partnership with government for (BuiCding Safety DATE July 23, 2008 X^-APPWCMIT CojURIS^^ JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 072509 SET Va PROJECT ADDRESS 2810 Bressi Ranch Way PROJECT NAME Boys 8B Girls Club of Carlsbad I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck ^ The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person Xl The applicant's copy of the check list has been sent to Jonathan Shapero 415 S Cedros Ave , Suite 200, Solana Beach, CA 92075 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed IXI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Jonathan Shapero Telephone # 858/350-0544 Date contacted If25/o<f-(by f^^) Fax # 858/350-0540 Maili/' Telephone Fax*^ In Person • REMARKS By Glen Adamek Enclosures Esgil Corporation S GA n MB • EJ • PC 7/17/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 July 23, 2008 RECHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO 072509 PROJECT ADDRESS 2810 Bressi Ranch Way SET Va DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 7/17/08 July 23, 2008 REVIEWED BY Glen Adamek FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electncal 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, Engineenng Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the onginal tracings and submit three new complete sets of pnntsto Esgil Corp or to the bldg dept ofthejuns B 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 C The following items have not been resolved from the previous plan reviews The onginal correction number has been given for your reference In case you did not keep a copy of the pnor correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 bnefly descnbe them and where they are located on the plans Have changes been made not resulting from this \\sV> •Yes QNo Carlsbad 072509 July 23, 2008 1 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation Please include the California license number, seal, date of license expiration and the date the plans are signed Business and Professions Code 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 This will be forwarded to the city. 30 Provide truss details and truss calculations for this project Specify on the plans the truss identification numbers Trusses are deferred. 31 Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 This goes with correction item no. 30. 35 Please see the following corrections for plumbing and mechanical The junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Dnve, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Glen Adamek at Esgil Corporation Thank you PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER: Glen Adamek 12 Sheet M-2 shows the main condensate waste from the fan coil #FC-1 and #FC-5 draining to indirect waste receptors next to the dishwashers and located inside the cabinets. As per UPC, Section 804.1 the indirect waste receptors must exposed with the space being used by the occupants, not behind doors or panels. Please correct. Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans BUILDING ADDRESS City of Carlsbad Public Works — Enc|ineering BUILDING PLANCHECK CHECKLIST PLANCHECK NO CB Q 7^^^ PROJECT DESCRIPTION / / f^ S3 CtcU^/-j^Cf. ASSESSOR'S PARCEL NUMBER -/3/-o7 EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans, information and/or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure contmued conformance with applicable codes Please review carefully all comments attached, as failure to comply with instaictions in this report can result m suspension of permit to build • A Right-of-Way permit is required pnor to construction of the following improvements DENIAL Please see ^thS^ttached report of deficiencies marked with^B^ake necessary corrections to plans or specificadons for compliance with applicable codes and st^dards Submit corrected plans and/or specifications to this office for review Only the applicable sheets have been sent Date Date Date C J FOR OFFICIAL USE ONLY RING AUTHORIZATION TO ISSUE BUILDING PERMIT Date 1IT / . ATTACHMENTS Dedication Application/Checklist Improvement Application Q Improvemenl Checklist Neighborhood Improvement Agreement • • • [] Grading Submittal Checklist • Right-of-Way Permit Application • Right-of-Way Permit Submittal Checklist and Information Sheet • Storm Water Applicability Checklist ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M. FARMER City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2741 NOTE: if there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. 1635 Faraday Avenue • Carlsbad. CA 9200^-7314 • (760) 602-2720 • FAX (760) 602-8562 ^ SITE PLAN B C D YOUR SUBMm^AL N'EEDS TO HAVE SIGNED APPROVED GRADING PLANS INCLUDED WITH YOUR PLANCK YOUR BUILDING PLANCHECK CHECKLI GIUDING PLANS ARE NOT APPROVED TO DATE ONCE THEY ARE SIGNED/APPROVED PLEASE HAVE COPIES MADE FOR BOTH CITY AND OWNER SE r AND HAVE SLIP SHEETED IN YOUR PLANCK AND REQUEST TO HAVE REROUTED TO ENGINEERING Provide a fully dimensioned site plan drawn North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines (show all dimensions) Easements F G H DWG NO Right-or-vvay vvjuuTorrvujscei— Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service Show on site plan Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception Sewer and water laterals should not be located within proposed dnveways, per standards • • • 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Descnption For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc ) previously approved EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST ^ST 2""^ 3""° DISCRETIONARY APPROVAL COMPLIANCE 4b All/&nditions are in co DEDICATION REQUIREMENTS • 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropnate legal descnption together with an 8 V2 x 11" plat map and submit with a title report All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit Attached please find an application form and submittal checklist for the dedication process Submit the completed application form with the required checklist items and fees to the Engmeenng Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS D CH D 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82.000 . pursuant lo Cartsbad Municipal Code Section 18 40 040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropnate improvement plans and submit them together with the requirements on the attached checklist to the Engineenng Department through a separate plan check process The completed application form and the requirements on the BUILDING PLANCHECK CHECKLIST • ND 2 • RD 3 • • • • checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropnate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $ 430 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the City pnor to issuance of a Building permit Future public improvements required as follows • • • • • • 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notanzed to the Engineenng Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector pnor to occupancy • • • GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import, export and remedial) This information must be included on the plans. 7b Grading Permit required A separate grading plan prepared by a registered Civtl Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date- 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) BUILDING PLANCHECK CHECKLIST 3RD • • • • • • • • • 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm drain, sewer and water utilities Right-of-Way permit required for • • • INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water Distnct, located at 5950 El Camino Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industnal Waste permit accepted by Date NPDES PERMIT D CH n 10a storm Water Requirements Applicability Checklist Completed D CH n 10b Pnority Determination and compliance • Priority Project • Subject to standard Permanent Storm Water BMP's • Exempt STORM WATER APPLICABILITY CHECKLIST • • • 10c • Requires PSWP (Project Storm Water Permit) #_ • Not required FEES iequired fees are attached 'No fees required WATER METER REVIEW ^ ST 3^^° • • • 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate dunng low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service • owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to venfy the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter D CD n 12b Irngation Use (where recycled water IS not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irngation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irngation services are listed with a circled "1", and potable water is typically a circled "W" 1 If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irngation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irngation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Spnnkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 2 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irngation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water ^ ST 2^^"^ ,RD BUILDING PLANCHECK CHECKUST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future • n D 12c Irngation Use (where recycled water Is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irngate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authonty (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments: ? ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Address Estimate based on unconfirmed information from applicant ^ . Calculation based on building planchec^ plan submittal r^y^^^*^ CP^^^ I ..^^^^t'^^ Permit Prepared by CJ^^^^ Date Checked by Date EDU CALCULATIONS List types and square footages for all uses / Types of Us^-^/yT^^G(^(^(^Sq^Ft /Units /fy^SS EDU's //f.&^^//^J^ Types of Use Sq Ft /Units ADT CALCULATIONS List^types and square footages for all uses Types of U§e^^ ^-"^^Fr/Units /f ^33 Types of Use Sq Ft /Units EDU's ADT's ADT's 373 FEES REQUIRED >^ ^ WITHIN CFD • YES (no bridge & thoroughfare fee in Distnct #1, reduced Traffic Impact Fee) • NO • 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # • 2 TRAFFIC IMPACT FEE ADT's/UNITS S73 X NO UNITS FEE/ADT = $ = $ • 3 BRIDGE AND THOROUGHFARE FEE (DIST #1 ADT's/UNlTS X FEE/ADT DIST #2 • 4 FACILITIES MANAGEMENT FEE ZONE UNITz/SOFlT^/^ ^ ^-^ X (F^Ei^Q FT • 5 SEWER FEE*^ ^ ^ EDU'S /UNIT BENEFIT AREA x EDU's "^^ X FEE/EDU. • 6 SEWER LATERAL ($2,500) • 7 DRAINAGE FEES PLDA HIGH ACRES X FEE/AC _ • 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE FEE/EDU /^T^^9^ $ / /LOW = $ = $ 5rf E 10 SDCWA FEE IRRIGATION 1 of 2 Wor[l\Ooca\MlitorTni\Fee Calculation War1(sh»l Dai/ 7I-\AI(V\ Sep 24 aOOB 3:44PM City of Carlsbad 760-431-05G4 p. 1 CITY OF CARLSBAD GRADINQ INSPECTION CHECKUST FOR PARTIAL SITE RELEASE PROJECT iMftPFfixnR- <^f Aa/\ PROJECT ID_&2^si4lck / oP rt^'C^ npAniMfTi PERMIT NO 0^700^ LOTS REQUESTED FOR REL^Qi=- J^ol U^^^ P^i. N/A = NOT APPUCABLE ^ = COMPLETE l8t 1 2 3. 4. 5 6. Site access to requested tots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and wetfane of put)lic Letter from Owner/Dev. requesting partfat release of spedfic lots, pads or bldg. SV^" X1 r site plan (attachment) showing requested lots ^bmitted. Compaction report from soils engbwer submitted, (tf s(»l8 report has been submitted with a previous parttey release, a letter from soils engineer referencing the soils report and identifyir^ specific tots fbr retease shall accompany subsequent partial releases). EOW certification of work dona wtth finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (1) of the approved grading plan. Geologto engmeer'a letter if unusual geologic or subsurface conditions exist. Futty fufK:tionat fire hydrants within 500 fert of tAiiidffig combusbbtes and an all weather roads access to site is required. V~7[ ParttEri release of gradir^ for the above stated lots Is approved for the purpose of building 1^1 permit issuance. Issuance of fcHiDdbig permits is still 8id>(ect to all nomial City requirements required pursuant to the building permit process. I I Partteil release of ttw site is derwd for the following reasons. 7. 8. istrucSfon manager Date Date 2«l • PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB072509 Address 2810 Bressi Ranch Way Planner Jason Goff Phone (760) 602- 4643 APN 213-191-01 Type of Project & Use Communitv Facilities/Bovs & Girls Club Net Project Density N/A ° ^ ^ Zoning CF General Plan CF Facilities Management Zone _i7 CFD (iN / out) # 1 Date of participation 3/10/2003 Remaining net dev acres 0 acres Circle One (For non-residential development Type of land used created by this permit Community Facilities) Legend' ^ Item Complete • Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE ^r^'aj- p) DATE OF COMPLETION ^1 ti2 fS-oi Compliance with conditions of approval"? If not, state conditions which require action Conditions of Approval Discretionary Action Required* APPROVAURESO NO ^^2^ PROJECT NO tiXP i^-nft YES X NO TYPE (W. LXSO W DATE OTHER RELATED CASES Compliance with condition^ Conditions of Approval. ns which require action N0_ NO Coastal Zone Assessment/Compliance Project site located in Coastal Zone'? YES_ CA Coastal Commission Authority'? YES If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402,(619)767-2370 , Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed'? YES NO (^/^ } If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # NJ/A Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required YES NO y ^AJ/A*) (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) -I ' Data'Entry Completed'? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Site Plan- H V>>DIVIIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 / • 1 Provide a fully dimensional site plan drawn to scale" Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) 2 Provide legal descnption of property and assessor's parcel number a Q H • Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO ^ 2 Project complies YES NO (N^/O Zoning. 1 Setbacks Front Intenor Side Street Side Rear Top of slope Required Required Required Required Required 2 Accessory structure setbacks Front Intenor Side Street Side Rear Structure separation 3 Lot Coverage Required Required Required Required Required 4 Height 5 Parking Required 35" iM.fr-s: Spaces Required _ Shown Shown Shown Shown Shown Shown Shown Shown Shown Shown Required jOj^ Shown Shown 34 Shown 32- (breakdown by uses for commercial and industnal projects required) Residential Guest Spaces Required _ Shown Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER, DATE H V\DMIN\COUNTER\BIdgPlnchkRevChklst Rev 9/01 Memorandum TO Jonathan Sliapero 415 South Cedros Avenue, Ste 200 Solana Beach, CA 92075 FROM Jason Goff, Associate PlannerC^<^'^ ' City of Carlsbad Planning Department 1635 Faraday Avenue Carlsbad, CA 92008 DATE February 20, 2008 RE CB072509 (Boys and Girls Club) - Review No 2 Planning Department has completed their SECOND review of the above-referenced Building Plan Check Please review the following corrections and revise accordingly 1 Conditions of Approval No 7, 13, & 18 of Resolution No 6328 dated August 15, 2007 must be fulfilled pnor to issuance of a building permit The conditions read as follows y Condition No. 7: Developer shall include, as part of the plans submitted for any permit plancheck, a reduced legible version of all approving resolution(s) in a 24" x 36" blueline drawing format (including any applicable Coastal Commission approvals) Condition No. 13:^Developer shall submit and obtain Planning Director approval of a Fmahtandscape and Irngation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape Manual Developer shall construct and install all landscaping as shown on the approved Final Plans, and maintam all landscaping in a healthy and thriving condition, free from weeds, trash, and debns Condition No.^^T^eveloper shall submit and obtain Planning Director approval of an ^xterioTligHting plan including parking areas All lighting shall be designed to reflect downward and avoid any impacts on adjacent homes or property (Repeat Comment)^heet A3 2 (West Elevation) It was promised at the Planning -Commission meeting that the two doors exiting out of the gymnasium facility of the west elevation would be of an enhanced architectural style This doesn't appear to have been complied with Please revise the plans accordingly and provide a manufacturers detail and picture of the doors I'^v^V-b "TVcre- \fi> AO \^^^\c0^^oA\ftUr^^o>^ ^WV-A%.2. u)t\loW PftCe^^ CB072509 - Boys and Girls Club February 20, 2008 (Repeat Comment) Sheet E-5 (Electncal Site Plan) must be revised to coordinate with the landscape plan (^^^^)^(Repeat Comment) Please submit and obtain Plarming Director approval of an extenor lighting (photometnc) plan for the parking lot area and building All lighting shall be designed to reflect downward and avoid any impacts on the adjacent homes or property To insure that the parking lot lighting is bemg shielded appropnately and the neighbonng properties are not being impacted, please extend photometnc metenng data off of the site to show exactly where lighting impacts end Please revise the Electncal Plans accordingly ^ It doesn't seem necessary to have six (6) light fixtures for 8 parking stalls along the Paradise Way frontage As much as possible, please try and reduce the amount of lighting that is being proposed adjacent to this frontage m an effort to reduce any unnecessary impacts on the adjacent existing residents d On Sheet E-1, the Parking Lot Fixture Detail is showing a 25 ft tall light pole mounted on top of a 2 ft round by 6 ft tall concrete base According to the Master Plan, the maximum height of a parking lot light fixture is 25 ft tall The combination of the proposed light pole and base as proposed in the detail will exceed the Master Plan requirements Please revise the electncal plans to comply with the Bressi Ranch Master Plan 7 (Repeat Comment) Please note that signage is processed under an entirely separate permit that is to be reviewed separate from this permit procedure All signage should be removed from these plans However, for purposes of identifying lighting and electncal requirements on the plans, it is appropnate to show the location of a sign, as long as a note IS provided recognizing that signage is a separate permit Please add a note to the plan acl^nowledging this. Memorandum TO Jonathan Shapero 415 South Cedros Avenue, Ste 200 Solana Beach, CA 92075 FROM Jason Goff, Associate Planner—^ City of Carlsbad Planning Department 1635 Faraday Avenue Carlsbad, CA 92008 DATE May 14,2008 RE. CB072509 (Boys and Girls Club) - Review No 3 Planning Department has completed their THIRD review of the above-referenced Building Plan Check Please review the following corrections and revise accordingly y Conditions of Approval No 13 & IS of Resolution No 6328 dated August 15, 2007 must be ftilfilled pnor to issuance of a building permit These conditions read as follows Condition No. 13: Developer shall submit and obtain Plarming Director approval of a Final Landscape and Irngation Plan showing conformance with the approved Preliminary Landscape Plan and the City's Landscape Manual Developer shall construct and install all landscaping as shown on the approved Final Plans, and maintain all landscaping in a healthy and thnving condition, free from weeds, trash, and debns Condition No. 18: Developer shall submit and obtain Plarming Director approval of an extenor lighting plan includmg parking areas All lighting shall be designed to reflect downward and avoid any impacts on adjacent homes or property Staff has reviewed the proposed extenor lighting (photometnc) plan as illustrated on Sheet E-6 of the proposed plans and take issue with the amount of light spilling off the site at the comer of Paradise Way and Bressi Ranch Way To insure that the parking lot lighting IS shielded appropnately and the neighbonng properties along Paradise Way will not be impacted by parking lot lights, please shield the light fixtures that are mounted on the pole closest to these homes and revise the photometnc site plan on Sheet E-6 of the Electncal Plans to reflect shielded light fixtures at this location Also, please place a note on the plans indicating the requirement for shielded light fixtures at this location Carlsbad Fire Department BUSLDING DEPTa COPY Plan Review Requirements Category COMMIND , COMM Date of Report. 06-10-2008 Reviewed by Name JONATHAN SHAPERO Address 415 S CEDROS AVE STE 200 SOLANA BEACH CA 92075 Pemiit # CB072509 Job Name BOYS & GIRLS ,6,775 SF GYM, Job Address 2730 BRESSI RANCH WY CBAD irjCOMiriLEiPE'iii fl^lii'iin nrMimli MH submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0002849 [MET] Plans should indicate that an Addressable Fire Alarm system is required and a "Deferred Submittal" Though Fire Department Notes indicate that Fire Spnnklers are required, there is no mention that plans shall be a "Deferred Submittal" Lastly, if Building Plan Check has not mentioned it as yet. Roof Access hatch shall be provided with a grab bar ** FOR FIRE DEPARTMENT PURPOSES, RESUBMITTAL IS NOT REQUIRED FOR THE ITEMS MENTIONED ABOVE THIS NOTICE WILL SERVE AS THE AFFIDAVIT THAT THE ABOVE MENTIONED ITEMS HAVE BEEN CONVEYED, AND THESE ITEMS ARE TO BE FIELD VERIFIED Entry 06/10/2008 By GR Action AP ** APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Carlsbad Fire Department APPLICANT COPY 1 Review Requirements Category COMMIND , COMM Date of Report 01-04-2008 Reviewed by Name JONATHAN SHAPERO Address- 415 S CEDROS AVE STE 200 SOLANA BEACH CA 92075 Pennit # CB072509 Job Name BOYS & GIRLS ,6,775 SF GYM, Job Address 2730 BRESSI RANCH WY CBAD INCOMPLETE The item you have submitted for review is mcomplete. At this time, this office cannot adequately conduct a review to determine compliance with the apphcable codes and/or standards Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: ^.nd CON0002540 [NOT MET] Provide an exiting egress plan that indicates the occupant load of all areas and spaces. Alarm and spmkler plans will be need to be submitted and approved pnor to installation Provide 12inch addresses numbers along fire dept access that contast with the building Revise sheet A7 1 to include door hardware details Indicate the use of the attic area on sheet A2 3 Provide panic hardware on the court yard gates Provide additional one exit signs at match line 9 between D and G and a second exit sign at match line H-9 archway. Indicate which lighting fixtures are for the emergency back-up hghfing. Exit signs require two sources of power UBC 1003 2.9 )vide smoke fire dampers in the legend of sheet M-2 Entry 01/04/2008 By DF Action CO Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category COMMIND , COMM Date of Report-01-04-2008 Reviewed by Name JONATHAN SHAPERO Address 415 S CEDROS AVE STE 200 SOLANA BEACH CA 92075 Pennit # CB072509 Job Name BOYS & GIRLS ,6,775 SF GYM, Job Address 2730 BRESSI RANCH WY CBAD INCOMPLETE The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval Conditions: Cond CON0002540 [NOT MET] Provide an exiting egress plan that indicates the occupant load of all areas and spaces Alarm and spinkler plans will be need to be submitted and approved prior to installation Provide 12mch addresses numbers along fire dept access that contast with the building Revise sheet A7 1 to include door hardware details Indicate the use of the attic area on sheet A2 3 Provide panic hardware on the court yard gates Provide additional one exit signs at match line 9 between D and G and a second exit sign at match line H-9 archway. Indicate which hghting fixtures are for the emergency back-up lighting Exit signs require two sources of power UBC 1003 2 9 Provide smoke fire dampers in the legend of sheet M-2 Entry 01/04/2008 By DF Action CO STRUCTURAL CALCULATIONS PROJECT Boj^k (^IftLS OP ^AO Ol^^^ HTK HOROWITZ TAYLOR KUSHKAKI STRUCTURAL ENGINEERS DESIGN ASSUMPTIONS CONCRETE STRENGTH AT TWENTY EIGHT DAYS MASONRY GRADE "N" CONCRETE BLOCK F' M = MORTAR TYPES 1,800 PSI GROUT 2000 PSI REINFORCING STEEL A-615 PSI /5O0 PSI GRADE 40 GRADE 60 #4 AND LESS (U 0 N #5 AND LARGER STRUCTURAL STEEL A-36 LUMBER DOUGLAS FIR-L^RCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE ^^4^ #2 #2 STUD OR BETTER REPORT BY WIND FORCE 6cP lOrnPti DESIGN LOADS- ROOF DEAD LOAD SLOPING FLAT ROOFING PLYWOOD JOISTS INSUL &CLG MISC REPORT NO U70']-oA- SOIL PRESSURE _3^^S^ FLOOR DEAD LOAD INT INT EXT WALL DEAD LOAD TOTAL = ROOF LIVE LOAD SLOPING FLAT t4o FLOORING PLYWOOD JOISTS INSUL &CLG MISC TOTAL = INTERIOR EXTERIOR 10 PSF 16 PSF FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY 40 PSF 60 PSF (U 0 N) 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office These calculations are not valid tf altered in any vi/ay, or not accompanied by a wet stamp and signature of the Engineer of Record Job No Designed By Date 14288 Danielson Sf • Suite 200 • Poway. CA 92064-8819 1 Kcof J^Af^iHc^ SHALL ^:cMSisT_^5>/^ zx.-r£i;ss^'S e>r M^Af-<{ cAt U)£CU /^^£A c;^ ' 1 ' v\ otST. (^seg: ^A^. V*^ - \/(/ /o 4^ VI Jl''^\ _ ,Qmce_[ . . L. X V/' . _ . ^^t^ TJ-B9am®625 Serial Number 70041D2141 User 2 4/19/2007 4 09 48 PM Pagel Engine Version 6 25 71 roof joist at mech'l area 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope. 0/12 Roof SlopeO/12 All dimensions are horizontaL LOADS Analysis is for a Joist Member Primary Load Group - Roof (psf) 20 0 Live at 125 % duration, 25 0 Dead -18' 6" 1 Product Diagram is Conceptual. SUPPORTS 1 Stud wall 2 Stud wall input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/Upfift/Total 3 50" 3 50" 247 / 308 / 0 / 555 End, TJI Blocking 3 50" 3 50" 247 / 308 / 0 / 555 End, TJI Blocking Other 1 Ply 11 7/8" TJI® 230 1 Ply 11 7/8" TJI® 230 DESIGN CONTROLS Maximum Design Control Control Location Shear (lbs) 543 -538 2069 Passed (26%) Rt end Span 1 under Roof loading Vertical Reaction (lbs) 543 543 1825 Passed (30%) Bearing 2 under Roof loading Moment (Ft-Lbs) 2453 2453 5019 Passed (49%) MID Span 1 under Roof loading Live Load Defl (in) 0 227 0 603 Passed (U958) MID Span 1 under Roof loading Total Load Def) (in) 0 510 0 904 Passed (L/426) MID Span 1 under Roof loading -Deflection Criteria STANDARD(LL L/360,TL L/240) -Bracing(Lu) All compression edges (top and bottom) must be braced at 4' 6" o/c unless detailed othenvise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES -IMPORTANJi The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above PROJECT INFORMATION Boys and Girls Club option 1 at Mech'l OPERATOR INFORMATION Ron Prentice HTKSE 14288 Danielson Street, suite #200 Poway, CA 92064 Phone (858)679-8989 Fax {858)679-8959 rp@htkse com Copyrighc ® 200S hy Trus Joist a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist e-I Joist" Pro" and TJ Pro" are trademarks of Trus Joist V3 ^K ^K't rliiin F r A'^^trliaciucr Business TJ-Beam®6 25 Serial Number 7004102141 User 2 4/19/2007 4 09 48 PM Page 2 Engine Version 6 25 71 roof joist at mech'l area 11 7/8" TJI® 230 (g 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group Max Vertical Reaction Total (lbs) Max Vertical Reaction Live {lbs] Selected Bearing Length (in) 3 Max Unbraced Length (m) 18' 1 00' 555 247 50 (W) 555 247 3 50(W) 54 Loading on all spans, LDF = 0 90 , 10 Dead Shear at Support (lbs) 299 -299 Max Shear at Support (lbs) 301 -301 Member Reaction (lbs) 301 301 Support Reaction (lbs) 308 308 Moment (Ft-Lbs) 1363 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (m) 1 25 1 0 Dead + 538 543 543 555 1 0 Floor -538 -543 543 555 +10 Roof 2453 0 227 0 510 PROJECT INFORMATION Boys and Girls Club option 1 at Mech't OPERATOR INFORMATION Ron Prentice HTKSE 14288 Danielson Street, suite #200 Poway, CA 92064 Phone (858)679-8989 Fax (858)679-8959 rpightkse com Copyright ® 200S by Trus Joist a Weyerhaeusei Business TJi*^ and TJ-Beam^ are registered trademarks of Trus Joist e-1 Joist" Pro™ and TJ-Pro™ are trademarks of Trus Joist AWycrhaeiiser Busmess TJ-Beam®6 25 Senal Number 7004102141 User 2 4/19/2007 4 12 02 PM Pagel Engine Version 6 25 71 roof joist at mech'l area 14" TJI® 230 @ 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope. 0/12 Roof SlopeO/12 0 All dimensions are horizontal. LOADS Analysis is for a Joist Member Primary Load Group - Roof {psf) 20 0 Live at 125 % duration, 25 0 Dead 18' 6' Product Diagram is Conceptual. SUPPORTS 1 Stud wall 2 Stud wall Input Beanng Vertical Reactions (lbs) Detail Width Length Live/Dead/Upliftn"otal 3 50" 3 50" 370/462/0/833 End, TJI Blocking 3 50" 3 50" 370/462/0/833 End, TJI Blocking Other 1 Ply 14" TJI® 230 1 Ply 14" TJI© 230 DESIGN CONTROLS Maximum Design Control Control Location Shear (lbs) 814 -806 2431 Passed (33%) Rt end Span 1 under Roof loading Vertical Reaction (lbs) 814 814 1825 Passed (45%) Beanng 2 under Roof loading Moment (Ft-Lbs) 3679 3679 5944 Passed (62%) MID Span 1 under Roof loading Live Load Defl (in) 0 237 0 603 Passed (L/916) MID Span 1 under Roof loading Total Load Defl (in) 0 533 0 904 Passed (U407) MID Span 1 under Roof loading -Deflection Criteria STANDARD(LL L/360,TL U240) -Bracing(Lu) All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES -IMPORTANTi The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product apphcation, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above PROJECT INFORMATION Boys and Girls Club option 2 at Mech'l OPERATOR INFORMATION Ron Prentice HTKSE 14288 Danielson Street, suite #200 Poway, CA 92064 Phone (858)679-8989 Fax (858)679-8959 rp@htkse com Copyright ® 200S by Trus Joist a Weyerhaeuser Business TJI"^ and Tj-Beam*' are registered trademarks of Trus Joist e-I Joist™ Pro™ and TJ-Pco'' are trademarks of Trus Joist roof joist at mechi area 14" TJI® 230(5)24" o/c A\>SvLrhaeiiscr BusincH TJ-Beam® 6 25 Serial Number 7004102141 User 2 4/19/2007 4 12 02 PM _ Page2 EngneVerson 62571 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group Primary Load Group 18' 1 00' Max Vertical Reaction Total (lbs) 833 Max Vertical Reaction Live (lbs) 370 Selected Bearing Length (m) 3 50 (W) Max Unbraced Length (in) 833 370 3 50(W) 48 Loading on all spans, LDF = 0 90 , 10 Dead Shear at Support (lbs) 448 -448 Max Shear at Support (lbs) 452 -452 Member Reaction (lbs) 452 452 Support Reaction (lbs) 462 462 Moment (Pt-Lbs) 2044 Loading on all spans, LDF = 1 25 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (m) Total Deflection (m) 1 0 Dead + 806 814 814 833 1 0 Floor +10 Roof -806 -814 814 833 3679 0 237 0 533 PROJECT INFORMATION Boys and Girls Club option 2 at Mech'l OPERATOR INFORIVIATION Ron Prentice HTKSE 14288 Danielson Street, suite #200 Poway, CA 92064 Phone (858)679-8989 Fax {858)679-8959 rp@htkse com Cop/righC ® 2006 by Trus Joist a Weyerhaeuser Business TJI* and TJ Beam® are registered trademarks oE Txus Joist e-I Joist'' Pro" and TJ-Pro" are trademarks of Trus Joist 0 ^ ®0 r r , f t I . i / I @- c r JLJL '«—If I I -j^ I I I ® ® I I •)- T -o 13 L J I J- ! 1 4- - 4- i5) -<S) (£) ®© (i) © (£) (5 © iJ,^A ^^c^cA ^pL U^^u^iUe^ J ^i^ia d)/ t^Ckl^ JEu Jitter i ' I f ^1 use 4^ ' €) Fs -X^^-^) (bl)j no)j('-l](BU '^'fj • /2 7M z" Al A »^ J3 L^t I J^ft/^x^ 'Xi^A CP^^I i^'p-sny' L S r. /yj r n^^/V "^^'^ 7eW '3> •IH^^ - ?7/*/.^ r?/ 7^, ^// .''4 ho u -ff X'- w 3 / '^f^^ /// ^5 L-6 11+ If til =J/ /J/ z^-^-^ no ^ b-^^ (} (97X.O' AA ^ (17) - (V. 2rj^¥jf/kJ('Ky]^ 1 - g 9*7 y.^)( "^"^ '^^^^K L-7 4? I4£ ^ ^,7/f/^7)/'-rj^^z^r^J/^ HM'^h-^) - f'^oV '^"^^ y/y/^ /fv7^' Mrr.l ^5 '5 J(v,7/)rf«V-^)W^r-t'0 = 2£^r- rz2 J" L 5 yv7^/^.)f'i'),/J'Vli+(^^VrJ^('^yTK''•4N^'^^ i^i-/" L9 • L^a^ (TJ) ^" 7' v-^ ~-7 ^ 13V % U/iu^i, Lio Horowitz Taylor Kushkaki Travis December 12, 2007 1 33 PM Boys&Girls-test-double r2d Horowitz Taylor Kushkaki December 12,2007 Global steel Code ASD AISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) 1 333 Include Shear Deformation Yes Displav Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Redesign Sections Yes P-Delta Analysis Tolerance 0 50% Merqe Tolerance (in) 12 Materials (General) Material Label Young's Modulus (ksi) _Shear Modulus (ksi) Poisson's Ratio Thermal Coef (perlO'^SF) Weight Density (k/ft'^S) Yield Stress (ksi) STL 29000 11154 3 65 49 50 M2 29000 11154 3 65 49 36 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature (F) N1 0 0 0 N2 0 25 5 0 N3 13 5 25 5 0 N4 13 5 0 0 N5 0 11 0 N6 13 5 11 0 N7 27 0 0 N8 27 11 0 N9 27 25 5 0 Boundary Conditions Joint Label X Translation Y Translation Rotation N1 Reaction Reaction N4 Reaction Reaction N2 Story 2 N5 Story 1 N7 Reactjon Reaction Member Data Member Label Joint J Joint Rotate Shape / Section Matenai Phys Set Memb End Releases l-End J-End End Offsets -End J-End Inactive Code Length Ml NI N2 SEC1 STL Y 25 5 M2 N2 N3 SEC1 STL Y 135 M3 N3 N4 SEC1 STL Y 25 5 M4 N5 N6 SEC1 STL Y 13 5 M5 N7 N9 SEC1 STL Y 25 5 M6 N3 N9 SEC1 STL Y 135 M7 N6 N8 SEC1 STL Y 135 Sections Section Label Database Shape Matenai Label Area (in)^2 SA (0,180) SA (90,270) 1 (90,270) (inM) 1 (0,180) (inM) T/C Only SEC1 W14X68 STL 20 1 2 1 2 121 1 723 1 SEC2 W14X38 STL 11 2 1 2 1 2 26 7 1 385 1 SEC3 STL 1 1 2 1 2 1 1 1 J RISA-2D Version 5 5b [F \ENGINEERING_FILES\RP\Boys&Girls-test-double r2d] Page 1 Horowitz Taylor Kushkaki December 12, 2007 Basic Load Case Data BLC No Basic Load Case Category Category Gravity Load Type Totals Descnption Code Descnption X Y Joint Point Direct Dist 1 DL None -1 4 2 LL None 4 3 EQ None 4 Member Direct Distributed Loads. Category: None. BLC 1: DL Member Label Direction Start Magnitude End Magnitude Start Location End Location M2 Y -441 -441 0 27 M6 Y -441 -441 0 27 M4 Y -349 -349 0 27 M7 Y -349 -349 0 27 Member Direct Distributed Loads. Category: None. BLC 2 . LL Member Label Direction Start Magnitude End Magnitude Start Location End Location M2 Y -34 i ^4 0 27 M6 Y -34 -34 0 27 M4 Y -15 -15 0 27 M7 Y - 15 -15 0 27 Joint Loads/Enforced Displacements. Category; None. BLC 3 : EQ Joint Label [L]oad,[M]ass,or, Direction Magnitude N2 L X 5 442 N5 L X 3 407 N3 L X 5 442 N6 L X 3 407 Load Combinations 1 1 1 DL+LL+EQ lvl 1 1 11 1 1 2 1 3 1 I 2 J 9DL+EQ 1 V 1 1 1 1 9 3 1 1 3 1 1 0DL+ 7LL+2 8EQ 1 1 1 1 1 1 1 1 2 7 3 28 Enyelope Reactions Joint Label X Force Y Force Moment (k) Lc (k) Lc (k-ft) Lc NI max -5 068 1 -2 391 1 0 000 1 mm -5 128 2 ^-6 234 2 0 000 N4 max -7 164 1 ,22 112 1-0 000 1 mm -7 164 2 13 548 2 0 000 1 N7 max -5 406 2 , 23 72 -1 0 000 1 mm -5 466 1 19 877 2 0 000 1 Reaction Totals max -17 698 1 43 441 1 mm -17 698 2 27 19 2 Enyelooe Joint Disolacements Joint Label X Translate Y Translate Rotate (in) Lc (in) Lc (radians) Lc NI max 0 000 2 0 000 2 -3 608e-3 1 1 mm 0 000 1 0 000 1 -3 616e-3 2 1 RISA-2D Version 5 5b [F \ENGINEERING_FILES\RP\Boys&Gtrls-test-double r2d] Page 2 Horowitz Taylor Kushkaki December 12, 2007 Enyelooe Joint Displacements, (continued) Joint Label X Translate Y Translate Rotate Lc Lc Lc N2 max 639 1 002 2 -7 018e-4 2 mm 639 2 0 1 -7 882e-4 1 N3 max 638 2 -005 2 -3 65e-4 1 mm 638 1 -009 1 -3 65e-4 1 N4 max 0 000 2 0 000 2 -3 86e-3 1 mm 0 000 1 0 000 1 -3 86e-3 2 N5 max 396 2 001 2 -1 485e-3 2 min 396 1 0 1 -1 503e-3 1 N6 max 396 2 -003 2 -8 829e-4 1 mm 396 1 -005 1 -8 829e-4 2 N7 max 0 000 1 0 000 2 -3 644e-3 2 mm 0 000 2 0 000 1 -3 652e-3 1 N8 max 395 1 -004 2 -1 38e-3 1 mm 395 2 -005 1 -1 398e-3 2 N9 max 637 2 -007 2 -4 187e-4 1 mm 637 1 -008 1 -5 05e-4 2 Envelope Member Deflections Member Label Section x-Translate Lc y-Translate Lc (n) L/y Ratio Lc 1 Ml 1 max 0 1 0 1 NC mm 0 1 0 1 NC 2 max 0 2 -265 1 2904 523 1 mm 0 1 -266 2 2890 809 2 3 max 002 2 -429 1 2800 222 1 mm 0 1 -429 2 2796 73 2 4 max 002 2 -549 1 4414 6 1 mm 0 1 -55 2 4304 958 2 5 max 002 2 -639 2 NC mm 0 1 -639 1 NC 1 M2 1 max 639 1 002 2 NC mm 639 2 0 1 NC 2 max 639 1 -013 2 NC mm 639 2 -019 1 9780 478 1 3 max 639 1 -012 2 NC mm 639 2 -019 1 NC 4 max 638 1 -004 2 NC mm 638 2 -01 1 NC 5 max 638 2 -005 2 NC mm 638 1 - 009 1 NC M3 1 max 009 1 638 2 NC mm 005 2 638 1 NC 2 max 007 1 546 2 4527 37 2 mm 004 2 546 1 4527 37 1 3 max 005 1 421 1 3013 347 1 mm 003 2 421 2 3013 347 2 4 max 003 1 28 2 2543 045 2 mm 002 2 28 1 2543 045 1 5 max 0 1 0 1 NC min 0 1 0 1 NC M4 1 max 396 2 001 2 NC mm 396 1 0 1 NC 2 max 396 2 -025 2 6334 164 2 mm 396 1 -027 1 6083 148 1 3 max 396 2 -016 2 NC mm 396 1 -019 1 9764 677 1 4 max 396 2 002 2 NC mm 396 1 0 1 NC 5 max 396 2 -003 2 NC RISA-2D Version 5 5b [F \ENGINEERING_FILES\RP\Boys&Gir!s-test-double r2d] Page 3 Horowitz Taylor Kushkaki December 12,2007 Envelope Member Deflections, (continued) Member Label Section x-Translate Lc y-Translate Lc (n) L/y Ratio Lc 1 1 mm 396 M 1 -005 M NC 1 M5 1 max 0 1 0 1 NC mm 0 1 0 1 NC 2 max -003 2 -267 2 2838 119 2 mm -003 1 -268 1 2825 024 1 3 max -005 2 -427 2 2812 958 2 mm -006 1 -428 1 2809 434 1 4 max -006 2 -552 2 4133 08 2 mm -007 1 -554 1 4036 824 1 5 max -007 2 -637 1 NC mm -008 1 -637 2 NC 1 M6 1 max 638 2 -005 2 NC mm 638 1 -009 1 NC 2 max 638 2 -Oil 2 NC mm 638 1 -016 1 NC 3 max 638 2 -006 2 NC mm 638 1 -013 1 NC 4 max 638 2 0 2 NC mm 637 1 -006 1 NC 5 max 637 2 -007 2 NC mm 637 1 -008 1 NC 1 M7 1 max 396 2 -003 2 NC mm 396 1 -005 1 NC 2 max 396 1 -012 2 NC mm 396 2 -014 1 NC 3 max 396 1 004 2 NC mm 396 2 0 1 NC 4 max 396 1 017 2 7747 58 2 mm 395 2 015 1 8273 792 1 5 max 395 1 -004 2 NC mm 395 2 -005 1 NC Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc fk) (k) (k) 1 Ml 1 max ~2 391 1 5 128 2 0 1 mm -6 234 2 5 068 1 0 1 2 max -2 825 1 5 128 2 -32 307 1 mm -6 625 2 5 068 1 -32 692 2 3 max 2 349 1 2 184 2 4 142 2 mm -13 2 1 818 1 2 827 1 4 max 1 915 1 2 184 2 -8 765 1 mm -521 2 1 818 1 -9 778 2 5 max 1 481 1 2 184 2 -20 357 1 mm -911 2 1 818 1 -23 699 2 1 M2 1 max 3 624 1 1 481 1 -20 357 1 mm 3 258 2 -911 2 -23 699 2 2 max 3 624 1 -1 385 1 -18 014 2 mm 3 258 2 -2 457 2 -20 52 1 3 max 3 624 1 -4 004 2 -7 112 2 mm 3 258 2 -4 25 1 -11 011 1 4 max 3 624 1 -5 55 2 9 01 2 mm 3 258 2 -7 116 1 8 169 1 5 max 3 624 1 -7 096 2 37 02 1 mm • 3 258 2 -9 981 1 30 35 2 1 M3 1 max 12 486 1 5 535 1 45 327 1 mm 6 715 2 5 535 2 45 327 2 2 max 12919 1 5 535 1 10 043 1 mm 7 106 2 5 535 2 10 043 2 RISA-2D Version 5 5b [F \ENGINEERING_FILES\RP\Boys&Girls-test-double r2d] Page 4 Horowitz Taylor Kushkaki December 12, 2007 Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc 3 max 13 353 1 i 5 535 1 -25 241 2 mm 7 496 2 5 535 2 -25 241 1 4 max 21 678 1 7 164 2 45 67 2 mm 13 157 2 7 164 1 45 67 1 5 max 22 112 1 7 164 2 0 1 mm 13 548 2 7 164 1 0 1 1 M4 1 max 462 2 -5 607 1 -61 755 1 mm 158 1 -6 885 2 -64 373 2 2 max 462 2 -7 521 1 -38 998 2 mm 158 1 -8 152 2 -39 602 1 3 max 462 2 -9 419 2 -9 348 2 mm 158 1 -9 435 1 -10 989 1 4 max 462 2 -10 685 2 24 578 2 mm 158 1 -11 349 1 24 082 1 5 max 462 2 -11 952 2 65 613 1 mm 158 1 -13 262 1 62 779 2 1 M5 1 max 23 72 1 5 466 1 0 1 mm 19 877 2 5 406 2 0 1 2 max 23 286 1 5 466 1 -34 463 2 mm 19 486 2 5 406 2 -34 848 1 3 max 9.826 1 3 531 1 9 763 1 mm 7 347 2 3 166 2 8 449 2 4 max 9 392 1 3 531 1 -11 732 2 : mm 6 956 2 3 166 2 -12 746 1 5 max 8 958 1 3 531 1 -31 914 2 mm 6 566 2 3 166 2 -35 255 1 M6 1 max 3 531 1 2 504 1 -8 307 1 mm 3 166 2 - 381 2 -14 977 2 2 max 3 531 1 - 361 1 -11 082 2 mm 3 166 2 -1 927 2 -11 923 1 3 max 3 531 1 -3 227 1 -1 969 2 mm 3 166 2 -3 473 2 -5 869 1 4 max 3 531 1 -5 02 2 12 363 2 mm 3 166 2 -6 092 1 9 858 1 5 max 3 531 1 -6 566 2 35 255 1 mm 3 166 2 -8 958 1 31 914 2 M7 1 max 2 24 2 -5 371 1 -48 116 1 mm 1 936 1 -6 682 2 -50 95 2 2 max 2 24 2 -7 285 1 -26 263 2 mm 1 936 1 -7 948 2 -26 758 1 3 max 2 24 2 -9 199 1 2 701 2 mm 1 936 1 -9 215 2 1 059 1 4 max 2 24 2 -10 482 2 35 94 2 mm 1 936 1 -11113 1 35 336 1 5 max 2 24 2 -11 749 2 76 072 1 mm 1 936 1 -13 027 1 73 454 2 Envelope Member Stresses Member Label Section Axial Shear Lc Bending top Bending bot Lc (ksi) Lc (ksi) Lc Ml 1 max -12 1 1 056 2 0 1 0 1 mm -312 2 1 044 1 0 1 0 1 2 max - 141 1 1 056 2 3 809 2 -3 764 1 mm -331 2 1 044 1 3 764 1 -3 809 2 3 max 117 1 45 2 -329 1 483 2 mm - 007 2 375 1 -483 2 329 1 4 max 096 1 45 2 1 139 2 -1 021 1 mm -026 2 375 1 1 021 1 -1 139 2 5 max 074 1 45 2 2 761 2 -2 372 1 RISA-2D Version 5 5b [F \ENGINEERING_FILES\RP\Boys&Girls-test-double r2d] Page 5 Horowitz Taylor Kushkaki December 12, 2007 Envelope Member Stresses, (continued) Member Label Section Axia! Shear Lc Lc Bending top Bending bot ksi) Lc (ksi Lc 1 1 mm 1 - 046 1 2 1 375 1 1 1 2 372 1 1-2 761 12 1 M2 1 max 181 1 305 1 2 761 2 -2 372 1 min 163 2 -188 2 2 372 1 -2 761 2 2 max 181 1 -285 1 2 391 1 -2 099 2 mm 163 2 -506 2 2 099 2 -2 391 1 3 max 181 1 -825 2 1 283 1 -829 2 mm 163 2 -875 1 829 2 -1 283 1 4 max 181 1 -1 143 2 -952 1 1 05 2 mm 163 2 -1 466 1 -1 05 2 952 1 5 max 181 1 -1 461 2 -3 536 2 4 313 1 mm 163 2 -2 056 1 -4 313 1 3 536 2 1 M3 1 max 624 1 1 14 1 -5 281 2 5 281 1 mm 336 2 1 14 2 -5 281 1 5 281 2 2 max 646 1 1 14 1 -1 17 2 1 17 1 mm 355 2 1 14 2 -1 17 1 1 17 2 3 1 max 668 1 1 14 1 2 941 1 -2 941 2 1 mm 375 2 1 14 2 2 941 2 -2 941 1 4 1 max 1 084 1 1 475 2 -5 321 1 5 321 2 1 mm 658 2 1 475 1 -5 321 2 5 321 1 5 Imax 1 106 1 1 475 2 0 1 0 1 1 mm 677 2 1 475 1 0 1 0 1 1 M4 1 max 023 2 -1 155 1 7 5 2 -7 195 1 mm 008 1 -1 418 2 7 195 1 -7 5 2 2 max 023 2 -1 549 1 4 614 1 -4 544 2 mm 008 1 -1 679 2 4 544 2 -4 614 1 3 max 023 2 -1 94 2 1 28 1 -1 089 2 mm 008 1 -1 943 1 1 089 2 -1 28 1 4 max 023 2 -2 201 2 -2 806 1 2 864 2 mm 008 1 -2 337 1 -2 864 2 2 806 1 5 max 023 2 -2 462 2 -7 315 2 7 645 1 mm 008 1 -2 731 1 -7 645 1 7 315 2 M5 1 max 1 186 1 1 126 1 0 1 0 1 mm 994 2 1 113 2 0 1 0 1 2 max 1 164 1 1 126 1 4 06 1 -4 015 2 mm 974 2 1 113 2 4 015 2 -4 06 1 3 max 491 1 727 1 -984 2 1 138 1 mm 367 2 652 2 -1 138 1 984 2 4 max 47 1 727 1 1 485 1 -1 367 2 mm 348 2 652 2 1 367 2 -1 485 1 5 max 448 1 727 1 4 108 1 -3 718 2 mm 328 2 652 2 3 718 2 -4 108 1 MS 1 max 177 1 516 1 1 745 2 -968 1 mm 158 2 -078 2 968 1 -1 745 2 2 max 177 1 -074 1 1 389 1 -1 291 2 min 158 2 -397 2 1 291 2 -1 389 1 3 max 177 1 -665 1 684 1 -229 2 mm 158 2 -715 2 229 2 -684 1 4 max 177 1 -1 034 2 -1 149 1 1 44 2 mm 158 2 -1 255 1 -1 44 2 1 149 1 5 max 177 1 -1 352 2 -3 718 2 4 108 1 mm 158 2 -1 845 1 -4 108 1 3718 2 M7 1 max 112 2 -1 106 1 5 936 2 -5 606 1 mm 097 1 -1 376 2 5 606 1 -5 936 2 2 max 112 2 -1 5 1 3 118 1 -3 06 2 mm 097 1 -1 637 2 3 06 2 -3 118 1 3 max 112 2 -1 895 1 - 123 1 315 2 mm 097 1 -1 898 2 -315 2 123 1 4 max 112 2 -2 159 2 -4 117 1 4 187 2 mm 097 1 -2 289 1 -4 187 2 4 117 1 RISA-2D Version 5 5b [F \ENGINEERING_F!LES\RP\Boys&Girls-test-double r2d] Page 6 Horowitz Taylor Kushkaki December 12,2007 Envelope Member Stresses, (contmued) Member Label Section Axial Shear Lc Lc Bending top Bending bot ksi) Lc (ksi Lc 5 max 112 1 2 -2 42 2 -8 558 2 8 863 1 mm 097 1 1 -2 683 1 -8 863 1 8 558 2 Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc (ft) Lc Shear Chk Loc (ft) Lc ASD Eqn Message Ml 228 10 891 2 053 0 2 H2-1 M2 150 135 1 103 135 1 H1-2 M3 339 14 609 1 074 14 609 2 HI-2 M4 255 13 5 1 137 135 1 H1-2 M5 382 10 891 1 056 0 1 H1-2 M6 143 13 5 1 092 135 1 H1-2 M7 299 13 5 1 134 135 1 HI-2 Envelope Member AISC ASD 9th Code Details Member Label Lc Fa Ft Fb Cb Cm (ksi) fksi) (ksi) Ml 2 20 8 30 30 1 6 M2 1 21 692 30 30 23 85 M3 1 20 8 30 30 1 6 M4 1 21 692 30 30 23 85 M5 1 9 649 30 20 181 1 6 M6 1 21 692 30 30 2 014 85 M7 1 21 692 30 30 23 85 Material Takeoff Matenai Shape Length (ft) Weight (k) STL W14X68 130 5 8 881 RISA-2D Version 5 5b [F \ENG!NEERING^FILES\RP\Boys&Girls-test-double r2d] Page 7 OmtZ.'^ A^O FILL tJHae£ _yo£o£sSAjK.-f.^ T^j^yM Title Dsgnr Description Job# Date 7 25AM. 6 FEB 08 Scope Rev 580Q01 User KW 0601355 Ver580 1-Dec-2003 (c)19B3-2003 ENERCALC Engineering Software Masonry Lintel Design Page 1 ] 07-700 lOecwCalculslions : Description gym lintel beam General Information Code Ref ACI 530-02, 1997 UBC. 2003 IBC, 2003 NFPA 5000 % fm 1,500 0 psi Fs 24,000 0 psi Em = f m • 900 00 No Special lnspect(on Seismic Factor o 300 Wali Wt Mult 1 000 Block Type Medium Wt Clear Span 7 00 ft Lintel Depth 6 00 ft Thickness 12 00 in End Fixity Fix-Fix Bar Spacing 5 500 in Live Loads Included with Wind/Seismic Rebar Size 6 # Bars E/F 1 Top Clear 3 000 in Btm Clear 4 000 in # Bar Sets 3 Load Duration Factor 1 330 Applied Loads | Point Loads DL #1 15 50 k Wind Load 12 00 psf LL 5 00 k Distance 3 500 ft Moments & Shears | Moment Shear Vertical Loads Actual Allowable Actual Allowable DL Only 16 60 101 68 k-ft 14 01 19 36 psi DL + LL 20 98 101 68 k-ft 17 39 19 36 psi DL-(• Wind/Seismic + (LL) 135 23 k-ft 25 76 psi Lateral Loads Wind 0 29 17 86 k-ft 0 44 25 76 psi Seismic 0 91 17 86 k-ft 1 36 25 76 psi Equiv SolJd Thick 11 600 in Wall Wl 124 00 psf E 1350,000 0 pSi n 21 4815 Lintel OK Span= 7 00ft, Depth= 6 003ft, Thick= 12 OOinMedium Weight Block, No Special Inspection Using 3 bar sets of 1- #6 bars spaced 5 500in apart, Ends are Fix-Fix Combmed Stress Ratios DL + LL (shear governs) 0 8980 1 00 DL + Wmd(+ LL) (shear governs) 0 6922 1 00 DL + Seismic ( + LL) (shear governs) 0 7279 : 1 00 Combined Siress Results Vertical Lateral Combined DL + LL fb/Fb 0 2063 0 2063 1 00 fv/Fv 0 8980 0 8980 1 00 DL -t- Wind (+ LL) fb/Fb 0 1551 0 0165 0 1716 1 00 fv/Fv 0 6752 0 0170 0 6922 1 00 DL + Seismic {+ LL) fb/Fb 0 1551 0 0511 0 2062 1 00 fv/Fv 0 6752 0 0527 0 7279 1 00 Design Values i Vertical Strength As k (np''2^2np)'^ 5-np np j = 1 - k/3 M mas=Fb k J b d'^2/2 * LDF M StI = Fs As J d Lateral Strength As k {np''2+2np)'> 5-np np J = 1 - k/3 Mmas=Fbkjbd^2/2*LDF M StI = Fs*As'|*d*LDF 0 8800 in2 0 20 0 0239 0 935 101 68 k-ft 111 92 k-ft 1 32 (n2 0 26 0 04 0 91 17 86 k-ft 28 08 k-fl Allowable Stresses Masonry Fb 0 33 fm ( 5 if w/o sp insp) 247 50 psi Steel 24,000 00 psi Masonry Fv fm-^ 5 * ( 5 if w/o sp insp) 19 36 psi Title Dsgnr Description Job# Date 11 25AM, 19 APR 07 Scope Rev 580002 User KW-0601355 Ver580 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Sollware Masonry Wall Design Page 1 07-700 10 ecw Calculauons Description gym General Information Code Ref ACI 530-02 Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar 31 00 ft 1 00 ft 12 0 in 6 16 in 9 000 in Seismic Factor Calc of Em = f m Duration Factor Wall Wt Mult Edge 0 3300 f m 900 00 Fs 1 330 Special Inspection 1 000 Solid Grouted Medium Weight Block Equivalent Solid Thickness 1,500 0 psi 24,000 0 psi 11 620 in Loads Uniform Load Dead Load Live Load Load Eccentncity Roof Load Concentnc Axial Load 2,170 000#/ft Dead Load 0 000 #/ft 620 000 #/ft Live Load 0 000 #/ft 4 000 in Roof Load Wind Load 12 000 psf Design Values np k E 1,350,000 psi Rebar Area 0 330 in2 n Es / Em 21 481 Radius of Gyration 3 357 in Walt Weight 124 000 psf Moment of Inertia 1,571 010 (n4 Max Allow Axial Stress = 0 25 fm (1-(h/140r)''2) * Splnsp 149 60 psi Allow Masonry Bending Stress = 0 33 fm * Splnsp = 495 00 psi Allow Steel Bending Stress = 24,000 00 psi 0 06564 0 30258 2/kj 0 89914 7 35128 Load Combmation & Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compressic Top of Wall in-# lbs psi psi psi DL + LL 11,1600 2,914 0 4,1791 84 4 20 90 DL + LL + Wind 8,752 0 2,294 0 3,277 4 66 2 16 45 DL + LL -(• Seismic 8,925 5 2,294 0 3,342 3 67 5 16 45 Between Base & Top of Wall DL + LL 5,580 0 4,836 0 2,089 5 42 2 34 68 DL + LL + Wind 21,869 4 4,216 0 8,189 4 165 4 30 24 DL + LL + Seismic 63,277 7 4,216 0 23,695 6 478 6 30 24 31 00ft high wall with 1 00ft parapet, Med Wt Block w/12 OOin wall w/#6 bars at 16 OOino c at edge Max Bending Compressive Stress 508 81 OK Allowable 658 35 OK Max Axial Only Compressive Stress 34 68 psi Allowable 149 60 OK Max Steel Bending Stress 23,695 56 psi Allowable 31,920 00 OK Title Dsgnr Description Job# Date 11 25AM, 19 APR 07 Scope Rev 580002 User KW/-0501355 VerSBO 1-Dec 2003 (c)19B3 2003 ENERCALC Engineering Soflwsre Masonry Wall Design Page 2 07-700 10 ecw Calculauons Description gym Final Loads & Moments Wall Weight moment @ Mid Ht 2,046 00 lbs Dead Load Moment @ Top of Wall 8,680 00 in-# Dead Load Moment @ Mid Ht 4,340 00 m-# Live Load Moment @ Top of Wall 2,480 00 in-# LiveLoad Moment @ Mid Ht 1,240 00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Wind Moment® Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 64,090 71 in-# 20,860 29 lbs 17,262 01 in-# 58,863 48 in-# 2,170 00 lbs 620 00 lbs Title Dsgnr Description Job# Date 11 25AM, 19 APR 07 Scope RBV 580002 User KW 0601355 VerSaO 1 Dec 2003 (c)19S3 2003 ENERCALC Engineenng Soflware Masonry Wall Design Page 1 07 700 10 ecw Calculalions Description gym General Information Code Ref ACI 530-02 Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar 31 00 ft 1 00 ft 12 0 in 6 16 in 9 000 in Seismic Factor Calc of Em = f m Duration Factor Wall Wt Mult Edge 0 3300 fm 900 00 Fs 1 330 Special Inspection 1 000 Solid Grouted Medium Weight Block Equivalent Solid Thickness 1,500 0 psi 24,000 0 psi 11 620 in Uniform Load Dead Load Live Load Load Eccentncity Roof Load Concentnc Ax\a\ Load 2,170 000 #/ft Dead Load 0 000 #/ft 620 000 #/ft Live Load 0 000 #/ft 4 000 in Roof Load Wind Load 12 000 psf Design Values E 1,350,000 psi Rebar Area 0 330 in2 n Es / Em 21 481 Radius of Gyration 3 357 in Wall Weight 124 000 psf Moment of Inertia 1,571 010 (n4 Max Allow Axial Stress = 0 25 f m (1-(h/140r)'^2) * Splnsp 149 60 psi Allow Masonry Bending Stress = 0 33 f m * Splnsp = 495 00 psi Allow Steel Bending Stress = 24,000 00 psi np k 0 06564 0 30258 2/kj 0 89914 7 35128 Load Combination & Stress Details Summary Axial Bending Stresses Axial Mon:\ent Load Steel Masonry CompressK Top of Wall in-# lbs psi psi psi DL + LL 11,1600 2,914 0 4,179 1 84 4 20 90 DL + LL + Wind 8,752 0 2,294 0 3,277 4 66 2 16 45 DL + LL + Seismic 8,925 5 2,294 0 3,342 3 67 5 16 45 Between Base & Top of Wali DL + LL 5,580 0 4,836 0 2,089 5 42 2 34 68 DL + LL + Wind 21,869 4 4,216 0 8,189 4 165 4 30 24 DL + LL + Seismic 63,277 7 4,216 0 23,695 6 478 6 30 24 31 00ft high wall with 1 00ft parapet, Med Wt Block w/12 OOin wall w/ #6 bars at 16 OOino c at edge Max Bending Compressive Stress Allowable Max Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable 508 81 OK 658 35 OK 34 68 psi 149 60 OK 23,695 56 psi 31,920 00 OK Title Dsgnr Description Jobs Date 11 25AM, 19 APR 07 Scope Rev 580002 User KW 0601355 VerSBO 1-Dec-2003 {c)19B3-2003 ENERCALC Engmeenng Soflware Description gym Masonry Wall Design Page 2 07 700 10 ecw Calculalions Final Loads & Moments Wall Weight moment @ Mid Ht 2,046 00 lbs Dead Load Moment @ Top of Wall 8,680 00 in-# Dead Load Moment @ Mid Ht 4,340 00 in-# Live Load Moment @ Top of Wall 2,480 00 (n-# LiveLoad Moment @ Mid Ht 1,240 00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 64,090 71 in-# 20,860 29 lbs 17,262 01 in-# 58,863 48 in-# 2,170 00 lbs 620 00 lbs Title Dsgnr Description Job* Date 11 25AM, 19 APR 07 Scope Rev 580000 User KW 0601355 Ver530 1 Dec 2003 (c)19B3-2003 ENERCALC Engineering Soflware Slender Masonry Wall Page 1 07-700 10 ecw Calculalions Description Gym Wali General Information Calculatfons are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Solid Grouted 31 00 ft 120in 5 8 in Edge fm fy Wall Wt Multiplier Medium Weight Block Fr = 4 0 * (fm)''5 Seismic Factor 1,500 0 psi 60,000 0 psi 1 00 2 50 0 300 Loads —mi Vertical Loads Uniform Eccentnc Load Dead Load Live Load Eccentncity Roof Concentric Load Dead Load Live Load Roof 2,170 00 #/ft 620 00 #/ft 4 00 in 0 00 m 0 00 #/ft Wind Load (full height) Lateral Loads Point Load @ height Seismic Distributed Load Dist to Top Dist to Bottom Seismic 12 00 psf 0 00 lbs OOO ft 0 00 #/ft 0 00 ft 0 00 ft Wall Design OK 31 00ft high, 12 OOin thick w/ #5 bars at 8 OOin on center at edge, MedWt Block f m = 1,500 Opsi, Fy = 60,000 Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending Seismic Load Governs Service Load Deflection Seismic Load Governs Maximum Iterated Moment Mu 86,933 01 in-# Maximum Iterated Deflection 0 862 in Moment Capacity 191,018 90 in-# Deflection Limit 2 604 in Seismic Wind 191,018 9 in-# 191,018 9 in-# 86,933 0 in-# 29,589 7 in-# 86,933 0 in-# 21,909 3 in-# 0 00 0 00 Mn • Phi Moment Capacity Mu (0 9D+1 0E),(1 2D+1 3W+frL+ 5Lr) Mu (1 2D+frL+1 0E),(1 2D+1 6Lr+8W) Overstress Precentage Allow Deflection 0 007 * Height Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max Reinf Percent = 05* Rho Bai Actual Axial Stress (Pw + Po) / Ag Allowable Axial Stress = 0 04 * f m 2 604 in 0 862 in 431 6 0 0043 0 0053 29 35psi 60 OOpSi 2 604 in 0 151 in 2,459 1 0 0043 0 0053 29 35 psi 60 00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Delta 80,281 32 in-# 28,315 39 in-# Basic Deflection without P-Delta 1 23 in 0 22 in Moment in excess of Cracking Moment 54,111 45 in-# 2,145 52 in-# Max Iterated Wall Deflection 1 35 m 0 24 in Max Iterated Wall Moment 86,933 01 in-# 29,589 68 in-# Service Load Analysis Seismic Wind Basic Moment without P-Delta 57,963 80 in-# 21,637 99 in-# Basic Deflection without P-Delta 0 79 in 0 15 in Moment in excess of Cracking Moment 31,793 93 in-# 0 00 !n-# Max Iterated Wall Deflection 0 86 in 0 15 in Max Iterated Wall Moment 61,490 67 in-# 22,257 01 in-# Title Dsgnr Description Job# Date 11 25AM, 19 APR 07 Scope Rev 5B0OO0 User KW/-0601355 Ver5 80 1-Dec2O03 (c)1983 2003 EHERCALC Enflineenng Software Slender Masonry Wall Description Gym Wall Page 2 07-700 10 ecw Calculations Load Summary Vertical Load Summary DL @ Max Mom Loc 4,092 00 lbs LL @ Max Mom Loc 0 00 lbs 0 9 * Dead Load 3,682 80 lbs 1 05 * Dead Load 4,296 60 lbs 1 275 * Live Load 0 00 lbs Wall Weight 124 00 psf Wall Weight * Seismic Factor 52 08 psf Lateral Load Summary 1 3 • Wind Load 1 7 * Wind Load Seismic Factor' Wall Wt 1 43 ' Seismic Weight 1 87 * Seismic Weight Rebar "d" Distance I Analysis Values 15 60 psf 20 40 psf 52 08 psf 74 47 psf 97 39 psf 9 00 in Phi 0 80 Equivalent Solid Thickness 11 62 m Gross Area 139 44 in A-steel 0 47 in2 As - Percent 0 0043 As-Effective = (Pu + As ' Fy) / Fy As-eff Wind 0 537 in2 As-eff Seismic 0 537 in2 'a' Compression Block 'a' Wind 2 10 in 'a" Seismic 2 10 in Mn = Phi • As-eff' Fy ' (d-a/2) Wind Seismic Em = 900 ' fm n = 29E6 / Em Fr = 2 5 • (f m)" 5 Sgross Mcracking = Sgross * Fr I-Gross I-Cracked - Wind l-Cracked - Seismic Phi Wind Phi Seismic 191,018 90 in-# 191,018 90 in-# 1350000 00 psi 21 48 96 82 ps 270 28 in 26,169 87 in 1,571 01 in4 551 37 in4 551 37 in4 0 800 0 800 -37 20 psf -12 00 psf -37 2Q-psf*--12 00-psW 31 00 ft •9 Seismic Load Wind Load Fy ^ 60000 psi f m = 1500 psi Using ffS @ 8 m Ttiick = 12 in STRUCTURAL CALCULATIONS PROJECT fe>/546/)gt5 d>P- 5A^0 Dlg^C? f^/^ /mMS HOT SHotJM f^Ey^ -TD 0^\(^IMA\^ CALCOLATlOfi'b PAT&D ?-Z5 -^7 HTK STUUCTURAl ENGlrjfflSERs HOROflVlTZ TAYLOff DESIGM ASSUMPTIONS CONCRETE STRENGTH AT TWENTY EIGHT DAYS MASONRY GRADE "N" CONCRETE BLOCK F ' M = MORTAR TYPES 1,800 PSI GROUT 2000 PSI REINFORCING STEEL A-615 t5oo PSI PSI GRADE 40 GRADE 60 #4 AND LESS {U O N ) #5 AND LARGER STRUCTURAL STEEL A-36 LUMBER DOUGLAS FlR-L^RCH JOISTS BEAMS AND POSTS STUDS #2 #2 STUD OR BETTER SEISMIC FORCE WIND FORCE ^><P h^ lOrAfjit DESIGN LOADS- ROOF DEAD LOAD SLOPING REPORT BY (^&>^^\i^^ REPORT NO OlOl - oA- SOIL PRESSURE ^^P5F FUT ROOFING PLYWOOD JOISTS INSUL & CLG MISC TOTAL = FLOOR DEAD LOAD INT FLOORING PLYWOOD JOISTS INSUL &CLG MiSC WALL DEAD LOAD EXT INTERIOR EXTERIOR 10 PSF 16 PSF ROOF LIVE LOAD SLOPING FL^T l4.o TOTAL = FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY 40 PSF 60 PSF{UON) 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the stnjcture by this office These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record Job No Designeij By . Date oi-loo 14288 Danielson St • Suite 200 • Poway, CA 92064^8819 • (858) 679-8989 • Fax [658] 579-8959 33. REv'IS^ (CAuL -<pc^r- s//r S£^ PLAH^ f^egislered To Suncoasl Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Serial Number 100 200-036 Project Title Boys & Girls Club in Carlsbad. Ca (Sect A) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Dale January 29, 2008 Report Date November 6, 2007 Report Number W O 5543-A-SC DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, f'^ Tendon Strength, Fpu Tendon Diameter Material Quantities Concrete Volume Prestressing Tendon Number of End Anchorages In the LONG direction . Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon 80 00 FT X 81 00 FT X 5 00 Inches 33 05 KIPS 3,000 PSI 270 KSI 1 / 2 Inch Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches 169 9 Cubjc Yards 4,536 Linear Feet 110 Type II Beam 5 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction • Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches 13 33 FeetOC 21 3 90 Feet O C 2 25 Inches from top of slab Type II Beam 5 26 0 Inches 12 0 Inches 1 3 0 Inches 13 50 Feet O C 24 3 43 Feet O C 2 25 Inches from top of slab Page 1 of 7 C \bmo\bmo\boys S girtsVSecl A pli 5 50 44 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post Tension Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca {Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC DESIGN COMPLIANCE SUMMARY These Values Exceed Allowable Limits by the Percentage Indicated. SOIL BEARING : ALL VALUES WITHIN ALLOWABLE LIMITS CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS Page 2 of 7 C \bmo\bmo\bovs & girls\Secl A pti 5 50 44 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Serai Number 100 200-03S Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 ReporiNumber WO 5543-A-SC RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Fnction calculated by method prescnbed in PTI Manual 1,156 PSF 1 3 Short Long Direction Direction Minimum Effective Prestress (PSI) 79 67 Mid-Siab Effective Prestress (PSI) 79 67 Beta Distance Effective Prestress 105 94 Eccentncity of Prestressing -0 03 -0 40 Number of Slab Tendons 24 21 Number of Beam Tendons 5 5 Moment Analysis • Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Top Fiber Short Long Direction Direction 12 27 Ft-K/Ft 12 27 Ft-K/Ft Compression in Bottom Fiber Allowable Stress Actual Stress -0 329 -0 137 -0 329 -0 152 Allowable Stress Actual Stress Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 7 Short Long Direction Direction 1 350 1 350 0 920 0 916 Short Long Direction Direction 2 41 2 41 0 85 0 85 Short Long Direction Direction 109 107 90 89 5 50 44 PM C \bmo\bmo\boys & girls\Sect A pti PTlSiab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Posl-Tension Se/-ja] Number 100 20Q-O36 Project Title Boys & Girls Club tn Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction 6 14 Ft-K/Ft 6 14 Ft-K/Ft Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction Compressfon in Top Fiber Allowable Stress Actual Stress -0 329 -0 301 -0 329 -0 292 Allowable Stress Actual Stress Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 1 350 1 350 0 226 0 21 Short Long Direction Direction 1 21 1 21 0 59 0 58 Short Long Direction Direction 109 107 105 104 Page 4 of 7 C \bmo\bmo\boys & girls^Sect A pti 5 50 44 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Senal Number 100-200-036 Project Title Boys & Girls Club m Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC RECAP OF SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area of Foundation (Inches^) 6,624 00 6,564 00 4 Moment of Inertia (Inches ) 293,678 41 292,827 73 3 Section Modulus, Top (Inches ) 49,258 73 48,856 72 3 Section Modulus, Bottom (Inches ) 14,656 04 14,636 70 Center of Gravity of Concrete-from top (Inches) 5 96 5 99 Center of Gravity of Prestressing Tendons-from top (Inches) 5 99 6 39 Eccentncity of Prestress (Inches) -0 03 -0 40 Beta Distances (Relative Stiffness Lengths) (Feet) 12 07 12 06 Effective Prestress Force at Beta (KIPS) 696 77 617 88 Effective Prestress at Beta (PSI) 105 19 94 13 Page 5 of 7 C \bmo\bmo\boys & girls\Secl A pti 5 50 44 PU PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post Tension Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'^ Concrete Creep Modulus, Ec Concrete Unit Weight Tendon Strength, F Tendon Diameter pu Slab Properities Rectangle Geometry Minimum Permissible Prestress Beam Properties 3,000 0 PSI 1,500,000 0 PSI 145 0 PCF 270 0 KSI 1 / 2 Inch 80 00 FT X 81 00 FT X 5 00 Inches Short Direction 75 00 PSI Short Direction Long Direction 65 00 PSI Long Direction Type 1 Type II Type 1 Type II Quantity 2 5 2 5 Depth 26 0 26 0 26 0 26 0 Inches Width 120 12 0 12 0 120 Inches Tendons 0 1 0 1 Cover 00 30 00 30 Inches Average beam spacing used in analysis Page 6 of 7 C Ibrrwlbmolboys & giiisKSect A pli 5 50 44 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Senal Number 100-200 036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Beanng Pressure Edge Moisture Variation Distance, Om Differential Soil Movement, y^ Subgrade Friction Coefficient, u Soil Modulus of Elasticity, Eg Load, Deflection and Subgrade Properties Slab Loading Uniform Supenmposed Load Total Perimeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Center Lift 5 50 Feet 3 500 Inches 1,500 0 PSF Edge Lift 4 50 Feet 1 200 Inches 0 75 1,000 0 PSI 40 00 PSF 1,000 00 PLF L/360 L/720 Prestress Calculation Subgrade Friction calculated by method prescnbed in PTI Manual Prestress Loss 15 0 KSI Page 7 of 7 C \bmo\bmo\boys S girlsVSect A pti 5 50 44 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoasl Post Tension Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W 0 5543-A-SC DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, f'^ Tendon Strength, Fpy Tendon Diameter 91 67 FT X 118 83 FT X 5 00 Inches 33 05 KIPS 3,000 PSI 270 KSI 1 / 2 Inch Material Quantities Concrete Volume Prestressing Tendon Number of End Anchorages In the LONG direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 inches 294 8 Cubic Yards 8,405 Linear Feet 158 Type II Beam 6 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Stab Tendon Cover In the SHORT direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches 13 10 Feet O C 31 2 99 Feet 0 C 2 25 Inches from top of slab Type II Beam 10 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 10 80 FeetOC 32 3 77 Feet O C 2 25 Inches from top of slab Page 1 of 7 C \bmo\bmo\boys & girls\Secl B pti 5 50 51 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC DESIGN COMPLIANCE SUMMARY These Values Exceed Allowable Limits by the Percentage Indicated: SOIL BEARING : ALL VALUES WITHIN ALLOWABLE LIMITS CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS Page 2 of 7 C \bmo\bmoU)oys 8 girls\Sect B pti Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B)Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number W 0 5543-A-SC RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Fnction calculated by method prescnbed in PTI Manual 1,029 PSF 1 46 Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons Short Direction 67 67 97 -0 95 32 10 Long Direction 73 73 119 0 20 31 6 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction 12 98 Ft-K/Ft 12 26 Ft-K/Ft Bending Stresses (KSI) Tension in Top Fiber Short Long Direction Direction Compression in Bottom Fiber Allowable Stress Actual Stress -0 329 -0 158 -0 329 -0 119 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Allowable Stress Actual Stress Page 3 of 7 Short Long Direction Direction 1 350 1 350 0 885 0914 Short Long Direction Direction 2 74 2 50 0 71 0 89 Short Long Direction Direction 107 108 71 91 5 50 51 PM C \bmo\bmo\boyE 8 girls\Sect B pii F^egisiered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction 7 78 Ft-K/Ft 6 11 Ft-K/Ft Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction Compression in Top Fiber Allowable Stress Actual Stress -0 329 -0 314 -0 329 -0 294 Allowable Stress Actual Stress Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 1 350 1 350 0 231 0 242 Short Long Direction Direction 1 37 1 25 0 49 0 66 Short Long Direction Direction 107 108 91 107 Page 4 of 7 C \bmoVbmo\boys & girlsVSecl B pti 5 50 51 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoasl Posi-Tension Senal Number 100-200-036 Project Title Boys & Giris Club m Carlsbad. Ca (Sect B) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RECAP OF SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area of Foundation (Inches^) 10,153 80 7,516 20 4 Moment of Inertia (Inches ) 484,839 29 334,866 90 3 Section Modulus, Top (Inches ) 76,093 16 55,933 57 Section Modulus, Bottom (Inches ) 24,700 98 16,732 36 Center of Gravity of Concrete-from top (Inches) 6 37 5 99 Center of Gravity of Prestressing Tendons-from top (Inches) 7 32 5 78 Eccentricity of Prestress (Inches) -0 95 0 20 Beta Distances (Relative Stiffness Lengths) (Feet) 1368 12 48 Effective Prestress Force at Beta (KIPS) 988 90 894 14 Effective Prestress at Beta (PSI) 97 39 118 96 Page 5 of 7 C \bmo\bmo\boys 8 girls\Secl B pti 5 50 51 PM PTlSiab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B) Cat 111 Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A~SC SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'^;. Concrete Creep Modulus, Concrete Unit Weight Tendon Strength, Fpy Tendon Diameter 3,000 0 PSI 1,500,000 0 PSI 145 0 PCF 270 0 KSI 1 / 2 Inch Slab Properities Rectangle Geometry Minimum Permissible Prestress Beam Properties 91 67FTx 11883FTx 500 Inches Short Direction 65 00 PSI Short Direction Long Direction 70 00 PSI Long Direction Type 1 Type II Type 1 Type II Quantity 2 10 2 6 Depth 26 0 26 0 26 0 26 0 Inches Width 12 0 120 120 120 Inches Tendons 0 1 0 1 Cover 00 30 00 30 inches Average beam spacing used in analysis Page 6 of 7 C \bmo\bmo\boys 8 girls\Sect B pu 5 50 51 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post Tension Senal Number 100 200 036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Beanng Pressure Edge Moisture Vanation Distance, Om Differential Soil Movement, Subgrade Friction Coefficient, u Soil Modulus of Elasticity, Eg Load, Deflection and Subgrade Properties Slab Loading Uniform Supenmposed Load Total Penmeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Center Lift 5 50 Feet 3 500 Inches 1,500 0 PSF Edge Lift 4 50 Feet 1 200 Inches 0 75 1,000 0 PSI 40 00 PSF 1,000 00 PLF L/360 L/720 Prestress Calculation Subgrade Friction calculated by method prescnbed in PTI Manual Prestress Loss 15 0 KSI Page 7 of 7 C \bmo\bmo\boys & girlslSect B pli 5 50 51 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoasl Posi-Tension Senal Number 100 200 036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C) Cat 111 Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, f'^ Tendon Strength, Fp^ Tendon Diameter 25 00 FT X 33 00 FT X 5 00 Inches 33 05 KIPS 3,000 PSI 270 KSI 1 / 2 Inch Matenai Quantities Concrete Volume Prestressing Tendon Number of End Anchorages In the LONG direction .. Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon 24 9 Cubic Yards 461 Linear Feet 30 Type I Beam 2 26 0 inches 12 0 Inches 0 0 0 Inches Type II Beam 1 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon 12 50 FeetOC 4 60 Feet O C 2 25 Inches from top of slab Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches Type II Beam 2 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 11 00 Feet O C 6 6 20 Feet O C 2 25 Inches from top of slab Page 1 of 7 C \bmo\bmo\boy5 8 girls\Secl C pli 5 50 55 PM PTISlab 2.06 Geostructural Tool Kit, Inc f^egistered To Suncoast Post-Tension Senal Number 100-200-036 Project Title Boys & Girls Club m Carlsbad, Ca (Sect C) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC DESIGN COMPLIANCE SUMMARY These Values Exceed Allowable Limits by the Percentage Indicated- SOIL BEARING : ALL VALUES WITHIN ALLOWABLE LIMITS CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 7 C \bmo*mo\boys & girls\Soct C pti 5 50 55 PW RegistareC To Suncoasl Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200 036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number W O 5543-A-SC RESULTS OF SLAB ANALYSIS Geotechnical Report Geosoils, Inc Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor 1,317 PSF 1 14 Prestress Summary Subgrade Fnction calculated by method prescribed in PTI Manual Short Long Direction Direction Minimum Effective Prestress (PSI) 59 66 Mid-Slab Effective Prestress (PSI) 59 66 Beta Distance Effective Prestress 61 73 Eccentricity of Prestressing -0 68 1 46 Number of Slab Tendons 6 6 Number of Beam Tendons 2 1 Momenj Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction 12 58 Ft-K/Ft 11 89 Ft-K/Ft Bending Stresses (KSI) Tension m Top Fiber Short Long Direction Direction Compression in Bottom Fiber Allowable Stress Actual Stress -0 329 -0 167 -0 329 -0 124 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differentia! Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI Actual Shear Stress (PSI) Allowable Stress Actual Stress Page 3 of 7 Short Long Direction Direction 1 350 1 350 0 695 0 623 Short Long Direction Direction 0 83 1 10 0 54 0 64 Short Long Direction Direction 105 106 47 57 5 50 55 PM C \bmo\bmo\b)oys & 9irls\Sect C pli Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction 7 81 Ft-K/Ft 6 14 Ft-K/Ft Compression in Top Fiber Allowable Stress Actual Stress -0 329 -0 307 -0 329 -0 271 Allowable Stress Actual Stress Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 1 350 1 350 0 194 0 196 Short Long Direction Direction 0 42 0 55 0 32 0 41 Short Long Direction Direction 105 106 69 71 Page 4 of 7 C \bmo\bmo\boys & girls\Sect C pli 5 50 55 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RECAP OF SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area of Foundation (Inches^) 2.988 00 2,256 00 4 Moment of Inertia (Inches ) 154,052 86 115,857 47 Section Modulus, Top (Inches ) 22,373 38 16,897 75 3 Section Modulus, Bottom (Inches ) 8,059 49 6,052 02 Center of Gravity of Concrete-from top (Inches) 6 89 6 86 Center of Gravity of Prestressing Tendons-from top (Inches) 7 56 5 39 Eccentricity of Prestress (Inches) -0 68 1 46 Beta Distances (Relative Stiffness Lengths) (Feet) 10 27 9 57 Effective Prestress Force at Beta (KIPS) 182 99 165 20 Effective Prestress at Beta (PSI) 61 24 73 23 Page 5 of 7 C \bmo\bnio\tioy3 & girls\Sea C pti 5 50 55 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c Concrete Creep Modulus, E^ Concrete Unit Weight Tendon Strength, Fpy Tendon Diameter 3,000 0 PSI 1,500,000 0 PSI 145 0 PCF 270 0 KSI 1 / 2 Inch Slab Properities Rectangle Geometry Minimum Permissible Prestress Beam Properties 25 00 FT X 33 00 FT X 5 00 Inches Short Direction Long Direction 55 00 PSI Short Direction 65 00 PSI Long Direction Type 1 Type II Type 1 Type II Quantity 2 2 2 1 Depth 26 0 26 0 26 0 26 0 Inches Width 120 12 0 120 120 Inches Tendons 0 1 0 1 Cover 00 30 00 30 Inches Average beam spacing used in analysis Page 6 of 7 C \bmo\bmt)\boys & girlsVSect C pti 5 50 55 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Beanng Pressure Edge Moisture Vanation Distance, em Differential Soil Movement, y^ Subgrade Friction Coefficient, u Soil Modulus of Elasticity, Es Load, Deflection and Subgrade Properties Slab Loading Uniform Supenmposed Load Total Perimeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Prestress Calculation Center Lift 5 50 Feet 3 500 Inches 1,500 0 PSF Edge Lift 4 50 Feet 1 200 Inches 0 75 1,000 0 PSI 40 00 PSF 1,000 00 PLF L/360 L/720 Subgrade Fnction calculated by method prescnbed in PTI Manual Prestress Loss 15 0 KSI Page 7 of 7 C \bmo^bmo\boys & girls\Sect C pli 5 50 55 PM POST-TENSION LOADING CALULATIONS 5" SLAB Post Load Capacity 4x4 Post bo=7 5 X 4 = 30 d=2" conservative f c=2500 psi Allowable Bearing Capacity= Vc = 95 psi 7000 Calculations for required pads at Point Loads Area 5000 1000 5 = 2 24 Then use No Pad Req'd Area 6250 1000 6 25 = 2 50 Then use 30"x30"x12Dp W/3#4B E W Area 9000 1000 9 = 3.00 Then use 36"x36"x12Dp W/4#4B E W Area ^2000 12 = 3 46 Then use 42"x42"x15Dp W/5#4B E W Area 76000 1000 16 ~ 4 00 Then use 48"x48"x18"Dp W/6#4B E W Area 20000 1000 20 = 4 47 Then use 54"x54"x18"Dp W/6#4B E W Area 25000 7000 25 = 5 00 Then use 60"x60"x18"Dp. W/7#4B E W UPDATE GEOTECHNICAL EVALUATION BOYS AND GIRLS CLUB, NORTHWEST CORNER OF PARADISE ROAD AND BRESSI RANCH WAY CARLSBAD, SAN DIEGO COUNTY, CAUFORNIA FOR • BOYS AND GIRLS CLUB OF CARLSBAD P.O BOX 913 CARLSBAD, CARLSBAD 92018 W.O. 5543-A-SC NOVEMBER 6, 2007 Geotechnical • Coastal • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760)438-3155 • FAX (760) 931-0915 November 6, 2007 WO 5543-A-SC Boys and Girls Club of Carlsbad PO Box913 Carlsbad, Carlsbad 92018 Attention- Mr Ron Siopiora Subject. Update Geotechnical Evaluation, Boys and Girls Club, Northwest Corner of Paradise Road and Bressi Ranch Way, Carlsbad, San Diego County, California Dear Mr. Siopiora As requested, GeoSoils, Inc (GSi) ts pleased to present this update geotechnical evaluation of the sub|ect site within the City of Carisbad, San Diego County, California The purpose of this report was to provide pertinent geotechnical design recommendations in light of the current proposed development Unless specifically superceded herein, the conclusions and recommendations provided in Leighton and Associates, Inc (L&A, 2004b and 2007) are considered valid and applicable and should be appropnately implemented dunng planning design, and construction. EXECUTIVE SUMMARY Based on our review of data (see Appendix A), field exploration, laboratory testing, and geologic and geotechnical engmeenng analyses, the proposed site appears suitable for the proposed commercial development, from a geotechnical viewpoint, provided the recommendations presented in the text of this report are implemented dunng planning, design, and construction of the project Geotechnical developmental considerations include shallow, potentially compressible undocumented fill, highly expansive soils, and site seismictty Undocumented fill on the order of 1 foot to 1 Vz feet thick and the upper ± 1 foot of weathered documented fill are considered potentially compressible in their existing state, and wil! require mitigation in the form of removal and recompaction in areas of the Site to receive settlement-sensitive improvements and/or engineered fill. Due to the location of the geologic contact between documented fill and formationa! matenai belonging to the Tertiary Santiago Formation, the footpnnt of the proposed building should not encroach into this area Foundations, utilities, hardscape, or other improvements that cross this transition may be adversely affected by settlement (static and dynamic) in order to provide uniform beanng support, cut portions of cut/fill transitions, cut areas of the building pad that expose heterogenous stratigraphy (i e, sand juxtaposed against clay) at finish grade, and building pad areas requinng less than 3 feet of planned fill after remedial removals have been performed, should be overexcavated at least 3 feet below finish grade or at least 2 feet beiow the lowest foundation {whichever is deeper) and be replaced with properly compacted fill Overexcavation should be completed below a 1:1 (honzontal.vertical [h v]) protection from the bottom outside edge of extenor foundations, or at (east 7 feel outside the building footpnnt (whichever is greater). The maximum to minimum fill thickness across the building pad should not exceed a ratio of 3 1 (maximum minimum), in the parking lot area within the eastern quarter of the Site, this maximum minimum fill variation is unknown and may exceed a ratio of 3 1 Due to the expansive/potentially over-consolidated bedrock that underlies the Site, we do not recommended that lot be constructed as a cut pad exposing formational matenai at finish grade at the conclusion of grading Rather, we recommend that the portion of the lot to receive the proposed buildings be overexcavated in accordance with the above minimum cntena Based on our recent laboratory testing and field observations, the onsite soil and formational materials encountered throughout the site are expected to generally be high tn expansion potential (Expansion Index [E I ] = 91 to 130), and the presence of very highly expansive fill soils and/or formational matenals can not be precluded Furthermore, laboratory testing of relatively undisturbed samples of claystone beds Within the formational matenai indicates total unit weights greater than 130 pounds per cubic foot (pcf) within 10 feet of the surface. It has been our experience that such total unit weights may indicate the presence of over-consoiidated bedrock that can exhibit potentially damaging swell pressure to movement-sensitive improvements when exposed to water from irrigation, leaking wet utility, and/or runoff allowed to infiltrate the subsurface. Soils with these types of expansion and over-consolidation charactensttcs will require special design consideration to reduce the damaging effects from their penodic shnnking and swelling over the life span of the project We have provided earthwork and foundation design cntena that pertain to these types of soil conditions in this report Subsequent to your review, we suggest a cost versus benefit analysis of our recommendations be performed to determine the most economical mitigation methodology tor the project Boys and Girls Club of Carlsbad File e \v/p12\'S500\55'?3a uge WO 5543-A-SC Page Two Representative samples of onsite soils were submitted for corrosivity including sulfate testing Laboratory corrosion tests indicate that the site soils are severely corrosive to exposed ferrous metal improvements m contact with saturated onsite soils Site soils are also mildly alkaline with respect to soil acidtty/aikaiinity, and present negligible sulfate exposure to concrete as defined by Table 19-A-4 of the Uniform Building Code/California Building Code ([UBC/CBC], International Conference of Building Officials [iCBO, 1997 and 2001]) A consulting corrosion engineer should be retained to provide specific recommendations for exposed metals, foundations, piping, etc as needed. Regional seismic shaking, ranging from moderate to severe, may occur on the site associated with nearby and/or regional faults Accordingly, the proposed structures and foundations should be designed to resist seismic loading in accordance with the criteria contained in the UBC/CBC (ICBO, 1997 and 2001) for Seismic Zone 4, and the seismic parameters provided herein The level of anticipated loading dunng the design seismic event will require a code compliant foundation that mitigates the effects of strong ground shaking. Adverse geologic features that would preclude project feasibility were not encountered during the investigation to date The recommendations presented in this report should be incorporated into the design and construction considerations of the project. The opportunity to be of service is sincerely appreciated questions, please do not hesitate to contact our office Respectfully subrn GeoSoils, Inc. If you should have any John P Franklin Engineenng Geologist, David W Skelly Civil Engineer, RCE 478$: Ryan B Boehmer Staff Geologist RB/JPF/ATG/DWS/jh/jk Distnbution (4) Addressee Boys and Girls Club of Carlsbad Rie e \wp12\5500\5543a uge WO 5543^A-SG Page Three TABLE OF CONTENTS SCOPE OF SERVICES . . . . . 4 SITE DESCRIPTION ... 4 PROPOSED DEVELOPMENT ... . .3 BACKGROUND . . . . . ... 3 SUBSURFACE EVALUATION .... . . . . .. 4 SITE GEOLOGIC UNITS ... .4 Artificial Fill - Undocumented (Map Symbol - Afu) . . 4 Artificiai Fill - Documented (Map Symbol - Af) . . 4 Tertian/ Santiago Formation (Map Symbol -Tsa) . . 5 FAULTING AND REGIONAL SEISMICITY . ... .5 Regional Faults . . ... , . . .. . .5 Local Faulting ... . ... 5 Seismicity . . . . . 7 Preliminary Seismic Shaking Parameters .. . 8 Seismic Hazards .. . . ... .8 GROUNDWATER . . . .9 Liquefaction Susceptibility . . 9 LTVBORATORY TESTING . . . 10 Classification ... . . „ 10 Moisture-Density . . ..... 10 Laboratory Standard . . . . .10 Expansion Index Testing .... 10 Atterberg Limits . . 10 Sulfate/Corrosion Testing . , . .11 Soil Shear Strength . . . 11 R-value . .. .... . 12 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS . . 12 EARTHWORK CONSTRUCTION RECOMMENDATIONS . 13 General . . .13 Site Preparation . . . . 14 Treatment of Existing Ground . . .14 Fill Placement . 14 Transitions/Overexcavation . . 15 Highly Expansive Soil/Over-Consoiidated Bedrock Mitigation . 15 FOUNDATION RECOMMENDATIONS .... . . .16 Design . . . ... ... . . 16 isolated Spread/Continuous Footings ... 16 Preliminary Post-Tensioned Slab Design . . . 17 PosLTenstonmg Institute Method 18 Mat Slab Foundation .. ... . . 19 Mat Slab Allowable Beanng Capacity . .. 20 FLOOR SUB DESIGN RECOMMENDATIONS . . 20 Light Load Floor Slabs . . ....... 20 Subgrade Preparation . .. 21 SOIL MOISTURE CONSIDERATIONS . . . . 21 WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS 23 Conventional Retaining Walls ... ... 23 Restrained Walls/Loading Dock Walls . ... 23 Canttlevered Walls . 23 Retaining Wall Backfill and Drainage . . . . . 24 Wall/Retaining Wall Footing Transitions . . . . .28 EXPANSIVE SOILS, FLATWORK (NON-TRAFFIC), AND OTHER IMPROVEMENTS 28 PRELIMINARY PAVEMENT DESIGN .... 30 PRELIMINARY CONCRETE BRICK PAVER RECOMMENDATIONS . 31 DEVELOPMENT CRITERIA ... 32 Drainage ... 32 Erosion Control . . .32 Landscape Maintenance ... . . . . .33 Gutters and Downspouts . . .... 33 Subsurface and Surface Water . , . ... 33 Site Improvements . . ... 33 Tile Ffoonng . ..... . .34 Additional Grading . . ... 34 Footing Trench Excavation . . . 34 Trenching/Temporary Construction Backcuts . . 34 Utility Trench Backlill . . . 35 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING ... 35 OTHER DESIGN PROFESSIONALS/CONSULTANTS ... 36 Boys and Girls Club ot Carisbad Table of Contents File e Uvpl2\550C\554'3 uge Page If PLAN REVIEW .... .... 37 LIMITATIONS .... ... 38 FIGURES. Figure 1 - Site Location Map . . . . . ... 2 Figure 2 - Caiifornia Fault Map . . 6 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail . . 25 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Dram 26 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill. . 27 ATTACHMENTS Appendix A - References . . .. ... Rear of Text Appendix B - Test Pit Logs .... . Rear of Text Appendix C - EQFAULT, EQSEARCH, and FRiSKSP . . Rear of Text Appendix D - Laboratory Data . . ... . Rear of Text Appendix E - General Earthwork and Grading Guidelines Rear of Text Plate 1 - Geotechnical Map . . . Rear of Text in Folder Boys and Girls Club of Carlsbad Table of Contents Fite e \wp12\5500\55'i3 uge Page 111 UPDATE GEOTECHNICAL EVALUATION BOYS AND GIRLS CLUB, NORTHWEST CORNER OF PARADISE ROAD AND BRESSI RANCH WAY CARLSBAD, SAN DIEGO COUNTY, CALiFORNIA SCOPE OF SERVICES The scope of our services included the following 1 Literature research and review of available geologic/geotechnical data for the area, including pnor geotechnical reports for the site (Leighton and Associates, Inc [L&A], 2004a, 2004b, and 2007 [see Appendix A]) 2 Subsurface exploration, consisting of four hollow-stem auger bonngs withm the site The bonngs were advanced to depths of approximately 19 feet, or less The explorations were placed to further evaluate the soil and/or geologic profiles, and to obtain relatively undisturbed and bulk samples of representative matenais, and to delineate soil parameters that may affect the proposed development (see Appendix,B) 3 General site seismicrty (see Appendix C) 4 Pertinent laboratory testing of representative soil samples collected dunng our subsurface exploration program (see Appendix D) 5 Appropnate geologic and engineenng analysis of the data collected 6 Preparation of this report presenting our conclusions and recommendations with respect to geotechnical design cntena and considerations, mcluding boring logs, laboratory test results, regional seismic data, general earthwork factors, recommendations for site grading/preparation, and foundation design SITE DESCRIPTION The site consists of an irregularly shaped, previously graded property located along the northwest corner of the intersection of Bressi Ranch Way and Paradise Road in the City of Cartsbad, San Diego County, California (see Figure 1) Currently, the western portion of the site exists in a relatively level sheet-graded configuration Whereas, minor grading for a pre-existing building and associated parking lot appears to have resulted in sudden grade breaks near the south-central portion of the site According to the 20-scaie "Civil Site Plan" prepared by O'day Consultants, Inc (OCI, 2006), site elevations range from approximately 401 feet Mean Sea Level (MSL fN G V D 29]) to approximately 410 feet MSL, for an overall relief of approximately 9 feet across the site Maximum slope gradients are on the order of 3 1 (honzontal.vertical [h"v]), or less Site drainage appears to be accommodated by sheet flow to the east and southwest Currently, the site is vacant Vegetation consists of native weeds. Erosion control devices occur near the penmeter of Ihe site Base Map- TOPOl® ©2003 National Geographic, USQS San Luis Rey Ouadrar^le (dated 1997, current 1999), Encinitas Quadrangle (dated 1997, current 1999), San Marcos Quadrangle (dated 1996, current 1999), and Rancho Santa Fe Quadrangle (dated 1996, current 1999), California ~ Riverside Co, 75 Minute, dated 1996, current 1996 Base Map The Thomas Guide, San Diego, Street Guide and Directory, 2006 Edition, by Thomas Bros Maps, page 1127 Raproducad with pBrmtisIon grantad by Thomas Bros Mops This map Is copyrtghtad by Thomas Bros Maps It la unlawful to copy or raproduca all or any port thsraof, whathar for parsonal uia or rasala, wttboul permission All rights rasarved N WO 5543-A-SC SITE LOCATION MAP Figure 1 PROPOSED DEVELOPMENT Based on our review of OCI (2006), GSI understands that the site is to be developed for commercial use. Two single-story buildings, with heights ranging up to 30 feet, and associated underground utility, retaining wall, parking lot, and concrete hardscape improvements are proposed Minor cut and fill grading appears necessary to bnng the site to the design grades with maximum cuts on the order of 4 feet and maximum fills on the order of 3 feet An approximately S-foot high 3'1 to 9.1 (h.v) slope is proposed near the property's southeast corner Site runoff is to be directed toward pnvate collectors and earthen swales that ultimately discharge into the municipal storm drain system It is our understanding that the proposed buildings will consist of wood- and/or steelTrame and masonry block construction with concrete slab-on-grade floors. Building loads are assumed to be typical for these types of relatively light structures Preliminary foundation plans were not provided for GSI review BACKGROUND Based upon our review, the site is located m a portion of Planning Area PA-15 of the Bressi Ranch master plan community and was onginally prepared for a "Welcome Home Center" which has since been removed It is our understanding that preliminary geotechnical investigations for the master plan were provided by L&A and spanned the years 1997 through 2007 According to L&A (2007), mass grading operations for Planning Area PA-15 commenced m July 2003 and were generally completed in July 2004. Fine grading for this portion of Planning Area PA-15 occurred between September and October 2004. According, to L&A (2004b), both mass and fine grading were performed under their geotechnical observation and testing services The text of their as-graded report of mass grading was not made available for GS! review However, we were supplied with L&A's "As-Graded Geotechnical Map" (L8(A, 2004a) from that document The removal bottom elevations reported on L&A (2004a) infer there is to be approximately 3 to 10 feet of documented fill near the eastern margin of the subject site. Additionally, GSI reviewed L&A's "As-Graded Report of Fine Grading" {L&A, 2004b) which provided a summary of their work dunng fine grading and conclusions and recommendations pertaining to the geotechnical aspects of site development Our review of L&J\ {2004b) indicates that the subject site was entirely underlain by formational material belonging to the Santiago Formation at the conclusion of mass grading (contrary to that reported on L&A [2004a]) Dunng fine grading, cuts on the order of 3 to 4 feet and fills generally less than 1 foot were performed at the subject site L&A (2004b) concluded that the site was suitable for its intended use provided their recommendations were "incorporated into the construction of the improvements." Beginning in 2006, L&A performed another preliminary geotechnical evaluation for a portion of Planning Area PA-15 which included the subject site Their scope of work included document review. field reconnaissance and subsurface exploration consisting of the geologic logging of 21 small-diameter bonngs and 13 exploratory test pits, laboratory testing of representative "drive" and bulk samples collected dunng Boys and Girls Club of Carisbad ^ WO 5543-A-SC Paradise Rd & Bressi Ranch Wy, Carlsbad November 6, 2007 r-ile e \wp1^\b';00\5543a uge Page 3 subsurface explorations, geotechnical analyses of field and laboratory data, and the preparation of a summary report that presented their findings, conclusions, and geotechnical recommendations (L&A, 2007) Although no subsurface explorations were conducted within the subject site, L&A (2007) indicated that the approximate eastern quarter of site was mantled by documented artificial fill that was directly underlain by the Tertiary Santiago Formation. The remaining portion of the site exposed the Tertiary Santiago Formation at the surface. Laboratory testing of representative bulk samples from L&A's nearby Test Pit T-2 indicated the presence of highly expansive bedrock sediments L&A (2007) recommended the replacement of highly expansive soils withm the upper 5 feet of proposed finish grade, or 3 feet below the lowest proposed foundation with low to medium expansive soils, to allow for the use of conventional foundations SUBSURFACE EVALUATION A site-specific subsurface evaluation was performed by GSI on October 12, 2007 using a truck-mounted, hollow-stem auger drill ng to advance four bonngs Each bonng was logged by one of our geologists, including visual observations and both bulk and undisturbed sampling of onsite soils at each of the bonng locations The approximate locations of our bonngs and site geology are depicted on the Geotechnical Map, Plate 1 which uses OCI (2006) as a base SITE GEOLOGIC UNITS The site geologic units, identified dunng our subsurface exploration, included undocumented artificial fill, documented artificial fill, and sedimentary bedrock belonging to the Tertiary Santiago Formation These units are further descnbed in the following sections from youngest to oldest m geologic age and their limits are shown on Plate 1 Artificial Fill - Undocumented (Map Symbol - Afu) Undocumented fill, likely associated with the removal of the existing structure, was encountered within the western three-quarters of the site (see Plate 1) and generally consisted of a brown to olive green, dry, soft sandy clay on the order of 1 loot to V/z feet thick it IS possible that undocumented fill thicker than that observed may be associated with underground utilities that may have existed onsite It is our opinion that the undocumented fill is unsuitable for the support of settlement-sensitive improvements and/or engineered fill m its existing state Artificial Fill - Documented (Map Symbol - Af) Documented artificial fill, placed under the geotechnical observation and testing services provided by L&A was encountered along the eastern quarter of the site Based upon our Boys and Girls Club of Carlsbad " WO Paradise Rd & Bressi Ranch V^y, Carlsbad November 6, 2007 File e \wp1?A5500\b5-13a uge Page 4 review of L&A (2004a) and our subsurface data, the thickness of documented fills are on the order of 3 to 18 feet below the existing grades Where encountered, the fill generally consists of olive green to light brown, moist, very stiff to hard sandy clay and light brown, damp, medium dense silty sand. According to L&A {2004b) and our field work and recent laboratory tests, these soils appear suitable for beanng support except^vvhere weathered and desiccated m the upper ±1 foot However, due to their exparisive nature, we recommend these soils receive special considerations dunng site earthwork and foundation design, which are further explained herein Tertiary Santiago Formation (Map Symbol - Tsa) As indicated in L&A (2007) and as identified in our bonngs, formational sediments of the Tertiary (Eocene-age) Santiago Formation underlie the undocumented and documented fill at the site. These formationa! matenals generally consist of interbedded sandy, plastic/expansive claystones and siltstones as well as silty sandstones and are considered su/table beanng strata. However, their expansive nature and the possible presence of over-consolidated claystone beds require special geotechnical design cntena, which are further explained herein Cut slopes exposing these sediments are not proposed FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development, and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997) However, the site is situated in an area of active, as well as potentially active, faulting These include, but are not limited to the San Andreas fault, the San Jacinto fault, the Elsinore fault, the Coronado Bank fault zone; and the Newport-inglewood/Rose Canyon fault zone The location of these and other major faults relative to the site are indicated on Figure 2 (California Fault Map) The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole Major active fault zones that may have a significant affect on the site should they expenence activity are listed tn Appendix C Local Faulting No local faulting was mapped on this site dunng the previous studies, grading, and current geotechnical evaluation Additionally, a review of regional geologic maps does not indicate the presence of local faults crossing the site Boys and Girls Ciub of Carlsbad W O 5543-A-SC Paradise Rd & Bressf Rancht Wy, Carlsbad November 6, 2007 File c \wp12\5500\5543a uge Page 5 CAUFORNIA FAULT MAP BOYS AND GIRLS CLUB OF CARLSBAD 1100 1000 900 -- 800 -- 700 600 500 400 300 200 100 0 -- -100 -400 -300 -200 -100 100 200 300 400 500 600 RIVERSIDE CO ORANGE CO SAN DIEGO CO CAUFORNIA FAULT MAP Figure 2 WO 5543rA-SC DATE 11/07 SCALE NTS Seismicity The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazt (1999), and Campbell and Bozorgnia (1997) have been incorporated into EQFAULT (Blake, 2000a) EQFAULT IS a computer program developed by Thomas F Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources The program estimates the closest distance between each fault and a user-specified file. If a fault is found to be withm a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from the upper bound ("maximum credible") earthquake on that fault Site acceleration (g) is computed by user-selected acceleration-attenuation relations that are contained in EQFAULT For this study, peak honzontal ground accelerations anticipated at the site were evaluated based on the random mean plus 1 - sigma attenuation curves developed by those authors Based on the above, deterministic peak honzontal ground accelerations from an upper bound event may vary from 0 49g to 0 56g Histonca! site seismicity was evaluated with the acceleration-attenuation relations of Campbell and Bozorgnia (1997), and the computer program EQSEARCH (Blake, 2Q00b). We have provided input data so that this program performs a search of histoncal earthquake records for magnitude 5 0 to 9 0 seismic events withm a 100-kiIometer radius of the site, between the years 1800 to June 2007 Based on the selected acceleration-attenuation relationship, a peak honzontal ground acceleration is estimated, which may have effected the site dunng the specific event listed Based on the available data and the attenuation relationship used, the estimated maximum repeatable peak site acceleration dunng the penod 1800 through June 2007 was 0.33g. In addition, an earthquake epicenter map and a seismic recurrence curve are also estimated/generated from the histoncal data Computer pnntouts from EQSEARCH are presented m Appendix C A probabilistic seismic hazards analysis was performed using FRISKSP (Blake, 2000c) which models earthquake sources as three-dimensional planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative velocity levels. Based on a review of these data, and considenng the relative seismic activity of the southern California region, a peak honzontal site acceleration (PHSA) of 0 20g was calculated, corresponding to the upper bound probabilistic event This value was chosen as it corresponds to a 10-percent probability of exceedance in 50 years (475-year return penod) Computer pnntouts from FRISKSP are included in Appendix C Expenence has shown that wood-frame structures designed m accordance with the Uniform Building Code/California Buiiding Code ([UBC/CBC], International Conference of Building Officials [ICBO], 1997 and 2001) tend to mitigate earthquake effects Earthquake effects may include lurching and/or localized ground cracking or deformations This effect is similar to other portions of southern California Ground lurching or shallow ground rupture due to shaking could occur within the project area, from an earthquake onginatmg on other nearby faults Such lurching could possibly cause cracking of improved areas. Boys andTcirls Club of Carlsbad WO 5543VVSC Paradise Rd & Bressi Ranch Wy, Carlsbad November G, 2007 File e\wp12\5500\5543o uqe Page 7 with limited damage to structures Overexcavation, as discussed herein, would serve to reduce this potential. PreHminary Seismic Shaking Parameters Current standards require the following updated seismic parameters per Chapter 16 of the UBC/CBC {ICBO, 1997 and 2001) The following seismic parameters are therefore provided. 1997 UBC CHAPTER 16 TABLE NO. , . SEISMIC PARAMETERS Seismic Zone (per figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0 40 Soil Profile Type (per Table 16-J*) Seismic Coefficient C^{pe{ Table 16-Q*) 0 40N, Seismic Coefficient C^ (per Table 16-R*) 0 56N„ Near Source Factor (per Table 16-S*) I 0 Near Source Factor (per Table 16-T*) 1 0 Distance to Seismic Source (Rose Canyon fault) 7 6nni (12 3 km) Seismic Source Type (per Table 16-U*) B Upper Bound Earthquake 6 9 Mw** PHSA (10% probability of exceedance m 50 years) 0 20g * Figure and Table references from Chapter 16 of the UBC (ICBO, 1997) ** Per JCBO (1998) Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil charactenslics, and typical site development procedures Dynamic Settlement Surface Fault Rupture Ground Lurching or Shallow Ground Rupture Seiche Tsunami Boys and Girls Club of Carlsbad Paradise Rd & Bressi Ranch Wy, Carlsbad Flic c \wp-l 2X5500X55433 uge WO 5543-A-SC November 6, 2007 Page 8 It IS important to keep in perspective that m the event of a maximum probable or credible earthquake occumng on any of the nearby major faults, strong ground shaking would occur in the subject site's general area Potential damage to any structure(s) would hkeiy be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above This potential would be no greater than that for other existing structures, and improvements m the immediate vicinity GROUNDWATER Subsurface water was not encountered within the property dunng field work performed in preparation of this report The water table elevation is seasonably vanable and is likely to coincide with the flowline elevation of the natural drainage channel located to the south of the site According to Figure 1, the flowlme elevation of the creek channel is approximately 140 feet Mean Sea Level (MSL) or approximately 260 feet below the site Regional groundwater is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious at the time of our investigation However, based on the permeability contrasts between fill lifts, and any proposed fill and formationa! matenals, perched groundwater conditional may develop in the future due to excess irngation, poor drainage or damaged utilities, and should be anticipated Should manifestations of this perched condition (i e , seepage) develop in the future, this office could assess the conditions and provide mitigative recommendations, as necessary The potential for perched water to occur after development should be disclosed to all interested parties and owners Liquefaction Susceptibility Based upon lhe anticipated depth to groundwater (approximately140 feet) and the well indurated nature of the formational matenai that underties the expansive, dense/stiff documented fill that ts exposed in the near-surface, it is our opinion that liquefaction and Its associated adverse effects to affect the proposed development is very low, especially considering that any unsuitable beanng soils will be removed and reused as properly compacted fill Boys and Girls Ciub of Carlsbad VV O 5543-A-SC Paradise Rd S. Bressi Ranch Wy, Carlsbad November 6, 2007 File p \wpl2\5'500\S5'13a uge Page 9 LABORATORY TESTING Classification Soils were classified visually according to the Unified Soils Classification System The soil classifications are shown on the Boring Logs (see Appendix B). iVIoisture-Pensi'tv The field moisture content and dry unit weight were determined for each undisturbed sample of the soils encountered m the bonngs. The dry unit weight was reported in pounds per cubic foot {pcf}, and the field moisture content was reported as a percentage of the dry unit weight The results of these tests are shown on the Boring Logs (see Appendix B). Laboratory Standard The maximum dry density and optimum moisture content was determined for a representative sample of site soil encountered in the bonngs, in general accordance with the laboratory standard (ASTM D-1557) The moisture-density relationship obtained for this soil IS shown below SOIL TYPE LOCATION AND DEPTH (FT.) MAXmUM DRY DENSITY (pcf) . OPTIMUM MOISTURE. CONTENT {%) CLAY wilh SAND. Olive Green B-1 @ 0 - 5' 1170 140 Expansion Index Testinq Laboratory testing of representative site soils encountered in the borings was performed for this study to further evaluate the expansive character of the near-surface soifs. Expansion Index (E !) testing was performed in general accordance with ASTM 4829 and categonzed m general accordance with Table 18-LB of the UBC/CBC (ICBO, 1997 and 2001) The results of the expansion test indicate an E I of 120 and thus categonzed as having a high expansion potential (El =91 to 130) Additional expansion testing should be performed at the conclusion of grading to further evaluate the expansive potential of site soils Atterberg Limits Tests were performed on selected representative fine grained soil samples to evaluate the Atterberg Limits liquid limit (LL), plastic limit (PL), and plasticity index (PI) in general Boys and Girls Club ol Carisbad Paradise Rd & Bressi Ranch Wy, Carlsbad File e \wp12\5500\5543a uge WO 5543-A-SC November 6, 2007 Page 10 accordance with ASTM D-4318. The test results were utilized to evaluate the soil classification in accordance with the Unified Soil Classification System The test results are presented in the following table and m Appendix D LOCATION AND ^ DEPTH (FEET) LIQUID, LIMIT PLASTIC LIMIT PLASTICITY INDEX B-1 @ 0-5 57 22 35 Sulfate/Corrosion Testinq A representative sample of the site soil was analyzed for saturated resistivity, soil pH, and soluble sulfates Results indicate that site soils are mildly alkaline (pH=7 6) with respect to soil acidity/alkalinity, and are severely corrosive to ferrous metals when saturated (saturated resistivity = 680 ohm-cm) Severely corrosive soils are considered to be below 1,000 ohm-cm (Caltrans, 1999, Romanoff, 1989). Testing also indicates that the percentage by weight soluble (SO/-) m the tested sample IS 0 0345 Thus, site soils are considered to have negligible sulfate exposure on a preliminary basis According to Table 19-A-4 of the UBC/CBC (ICBO, 1997 and 2001), the range for negligible sulfate exposure is between 0 00 to 0 10 percentage by weight soluble [SO/-] in soil) Alternative testing methods and additional comments may be obtained from a qualified corrosion engineer regarding exposed metal, foundations, piping, etc as needed Test results are presented in Appendix D Soil Shear Strength Soil shear strength testing was performed on a representative, remolded sample of site soil m general accordance with ASTM test method D-3080 m a Direct Shear Machine of the strain control type. The remolded sample was compacted to 90 percent of the laboratory compaction standard ASTM D-1557 Shear test results are presented in Appendix D, and summanzed as follows SAMPLE LOCATION AND DEPTH (FEET)' PRIMARY RESIDUAL SAMPLE LOCATION AND DEPTH (FEET)' COHESION " (PSF) FRICTION ANGLE (DEGREES) COHESION , (PSF) . FRICTION ANGLE (DEGREES) B-1 @ 0-5 (remolded) 1087 23 1069 22 Boys and Girls Club of Carlsbad Paradise Rd & Bressi Ranch Wy, Carlsbad Rle.e \wp12V55Q0\5543a uqe WO 5543'A-SC November 6, 2007 Page 11 R-value A representative sample was collected for R-value testing. The R-value was evaluated m general accordance with the California Materials Method No 301. Test results indicate an R-value of 5, also included in Appendix D PBEUyiNARY CONCLUSIONS AND REC0MIVIENDAT10NS Based upon our site reconnaissance, review of the referenced reports, subsurface exploration program, and laboratory data, it is our opinion that the subject site is suitable for the proposed development, provided the recommendations contained herein are property implemented dunng planning, design, and construction. Unless specifically superceded herein, the geologic and geotechnical engineenng design criteria and recommendations contained in the referenced reports (L&A, 2004b and 2007) remain pertinent and applicable The following recommendations should be incorporated into the construction details 1 Our field observations and laboratory testing indicate that all undocumented fills and the upper ±1 foot of the documented fills are generally considered unsuitable for the support of settlement-sensitive improvements and/or engineered fill in their existing state These soils should be removed and reused as property compacted fill Recommendations for remedial earthwork are provided herein Any abandoned utilities should have the undocumented fill removed, utilities also removed and capped, and replaced as compacted fill 2 E 1 testing indicates the presence of highly expansive soils at the site (E.I ~ 120) Lg(A (2007) also encountered highly expansive soils in nearby test pits and provided mitigation recommendations for future fine grading for this type of soil condition. In L&A (2007), the consultant recommended that highly expansive soils be removed to a mmimum depth of 3 feet below the lowest planned footing elevation or 5 feet below finish grade, or until lower expansive sandy soils are encountered Once removed, L&A recommended that the highly expansive soils be replaced with properly compacted very low to medium expansive soil which would allow for conventional foundatfon design GSI evaluated L&A's mitigation recommendations for highly expansive soils with respect to the onsite soil conditions and proposed development of the subject site Based upon our laboratory testing and geotechnical analyses, we have concluded that L&A's mitigation recommendations are likely insufficient to reduce the potentially damaging effects of expansive soils at the site Our analyses indicate that a minimum 7Toot removal of highly expansive soils below finish grade and a subsequent replacement fill of very low expansive soils with a P I of 2, or less, would be necessary to allow for the use of conventional foundations al the site Such mitigation techniques at this site would likely create perched water conditions beneath the building footpnnt due to the contrast in permeability between the compacted fill blanket and the surrounding formational Boys and Girts Club of Carlsbad W O 5543-A-SC Paradise Rd 8. Bressi Ranch Wy, Carlsbad November 6, 2007 File e \wpW5500\5543a uge Page 12 material, and may exacerbate bedrock heave. Asubdrainage system that connects into the surveyed canyon drain indicated on L&A (2004a) or other suitable outlet (via gravity flow) would be necessary If the recommended earthwork mitigation for highly expansive soils is not feasible, foundations design in accordance with Sections 1815 or 1816 of the UBC/CBC (ICBO, 1997 and 2001) will be necessary forthe proposed buildings 3 Highly expansive soils can also damage concrete and asphaltic concrete improvements (i e , sidewalks, curbs and gutters, pavements, etc). Thus we recommend pre-soaking subgrade soils for sidewalks and curbs, and that the migration of irrigation water/storm water runoff beneath these improvements be reduced by the implementation of thickened edges for sidewalks and curbs adjacent to landscape areas Open-bottom planters are not recommended for this site OCI (2006) indicates an earthen drainage swale north of the proposed building. In light of the expansive soil issues at the site, we recommend that surface drainage be accommodated through buried pipes in landscape/greenbelt areas 4 Based upon the total unit weights derived from laboratory testing on relatively undisturbed samples of the site's formational matenai, there is also a potential for over-consolidated claystone beds within the Santiago Formation to undertie the site Our laboratory testing performed on similar sediments in the City of Cartsbad, yielded bedrock swell pressures on the order of 3,000 to 5,000 pounds per square foot {[psf], 1 e , 3 to 5 ksf) upon the introduction of water Swell pressures of this magnitude can severely damage foundations and concrete slab-on-grade floors and other movement-sensitive improvements throughout the life span of a project Thus, It may be prudent to use post-tensioned slab or mat slab foundations at the site if earthwork mitigation for expansive soils is not performed 5 In light of the expansive soil issues at the site, we strongly suggest that the earthwork mitigation recommendations and foundation design alternatives, presented herein, be analyzed on a cost versus benefit basis EARTHVyORK CONSTRUCTION RECOIViMENDATlONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC (ICBO, 1997), the CBC (ICBO, 2001), the requirements of the City of Cartsbad, and the Grading Guidelines presented in Appendix E, except where specifically superceded in the text of this report Pnor to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, it needed, and review the earthwork schedule Dunng earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GS! If unusual or unexpected conditions are exposed in the field, Boysand Girls Club^of Carlsbad WO"5543-A-SC Paradise Rd & Bressi Ranch Wy, Carlsbad November 6, 2007 File e \wpl2\5500\55'i3a uge Page 13 they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met Site Preparation 1 Vegetation, and any miscellaneous debris should be removed from the areas of proposed grading 2 Any existing subsurface structures uncovered dunng the recommended remedial grading should be observed by QSl so that appropnate mitigation recommendations can be provided 3 Cavities or loose soils remaining after site clearance should be cleaned out and obsen/ed by the geotechnical engineer The cavities should be replaced with fill matenals that have been moisture conditioned to at least 1 3 times the soil's optimum moisture content and compacted to at least 90 percent of the laboratory standard. Treatment of Existing Ground 1 All undocumented fill and the upper ±1 foot of dry, dessicated, weathered documented fill should be removed to expose the Tertiary Santiago Formation or suitable documented fill At this time, removal depths on the order of ±1-foot to ±172 feet across the site should be anticipated, however, locally deeper removals may be necessary, especially if there are abandoned utilities, or buned Actual depths of removals will be evaluated in the field during grading by the soil engineer 2 Subsequent to the above removals, the upper 8 inches of the exposed subsoils/bedrock should be scarified, brought to at least 1 3 times the soil's optimum moisture content, and recompacted to a minimum relative compaction of 90 percent of the laboratory standard, pnor to any fill placement 3 Localized deeper removals may be necessary due to buned drainage channel meanders or dry porous materials The project soils engineer/geologist should observe all removal areas dunng the grading Fill Placement 1 Subsequent to ground preparation, fill matenals should be brought to at least the soil's optimum moisture content for very low expansive soils and 1 3 times the soil's optimum moisture content for highly expansive soils, placed in thm 6-to 8-inch lifts, and mechanically compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard Removed soils may be reused as compacted Boysand Girls Club ofCarlsbad WO 5543-A-SC Paradise Rd & Bressi Ranch Wy, Carlsbad November 6, 2007 Fiio e \wp12\5500\55'l3a uge Page 14 fill provided that major concentrations of vegetation and debns have been removed pnor to placement. 2 Our analyses indicate that foundations designed in accordance with Section 1815 or 1816 of the UBC/CBC (ICBO, 1997 and 2001) will be necessary tf soils other than very low expansive soils with a P I. greater than 2 are placed within 7 feet of finish grade within the footpnnts of the proposed buildings. 3. Any import materials should be observed and evaluated to be suitable by the soils engineer pnor to placement on the site. At least 3 days of lead time is recommended to provide the appropnate laboratory testing pnor to import Foundation designs may be altered if import materials have a greater expansion value than the onsite matenals encountered in thts investigation. Transitions/Overexcavation In order to provide uniform beanng support, cut portions of cut/fill transitions, cut areas of the building pad that expose heterogenous stratigraphy (i e , sand juxtaposed against clay) at finish grade, and building pad areas requmng less than 3 feet of planned fill after remedial removals have been performed should be overexcavated at least 3 feet below finish grade or at least 2 feet below the lowest foundation (whichever is deeper) and be replaced with properly compacted fill Overexcavation should be completed below a 1 1 (h:v) projection from the bottom outside edge of the outermost extenor foundations or at least 7 feet outside the building footpnnt (whichever is greater) The maximum to minimum fill thickness across the building pad should not exceed a ratio of 3-1 (maximum minimum). Due to the expansive/potentially over-consolidated bedrock that underlies the site, we do not recommended that lot be constructed as a cut pad exposing formational matenai at finish grade at the conclusion of grading. Rather, we recommend that the portion of the lot to receive the proposed buildings be overexcavated m accordance with the above minimum cntena. Highly Expansive Soit/Qver-Consolidated Bedrock yitiqation Since the portion of the site to receive the proposed buildings generally exposes highly expansive, potentially over-consolidated bedrock in the near-surface, GSI recommends that the formational matenals within the influence of the proposed foundation (intenor and extenor) be overexcavated to a depth of 7 feet below finish grade and be replaced with very low expansive fill (El = 0 to 20) with a P.l less than 2 Performing a 7-foot overexcavation and replacement will provide a weighted P I. of less than 15 in the upper 15 feet of the soil profile, and thus could allow for conventional foundation design The fill should be moisture conditioned to at least the soil's optimum moisture content and be compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard (ASTM D-1557). The overexcavation should be completed to a lateral distance of 7 feet outside, or below a 1 1 (h.v) projection down and away from the bottom outside edge of the outermost extenor foundation (whichever is greater) The bottom of the Boys andfGirls Club of Carlsbad WO 5543-A-SC Paradise Rd & Bressf Ranch Wy, Carlsbad November 6, 2007 File B \wp12\550D\5543a uge Page 15 overexcavation may require a subdrain that ties into the nearby canyon drain indicated on L&A {2004a), if drainage cannot be accommodated by gravity flow to another suitable outlet (i e , adjacent streets) FOUNDATION RECOf>^MENDATlONS The foundation design and construction recommendations are based on laboratory testing and engineering analysis of onsite earth matenals by GSI in the event that the information concerning the proposed development plan is not correct or any changes in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report shall iigt be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in wntmg by this oftice Recommendations for conventional, post-tension ed slab, and mat slab foundation systemsfor light commercial applications are provided in the following sections and are not intended to preclude the transmission of water or water vapor through the foundations or slabs Conventional foundations mav be used, provided the previously explained expansive soil/over-consolidated bedrock mitigation has been performed dunng ftne grading Otherwise, post-tensioned slabs or mat slab foundations, designed in accordance with UBC/CBC requirements, will be necessary to reduce the on-going adverse effects of expansive soils/over-consolidated bedrock The information and recommendations presented in this section are considered minimums and are not meant to supercede design{s) by the project structural engineer or civil engineer specializing in structural design Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design Desiqn Our review, field work, and laboratory testing indicates that onsite soils have a high expansion potential Recommendations for foundation design and construction are presented below Isolated Spread/Continuous Footings Based on the anticipated foundation loads and preliminary design information provided us, it is our opinion that the proposed structure can be supported on properly compacted fill Building loads may be supported on continuous or isolated spread footings designed in accordance with the followmg recommendations. Boys and Girls Club of Cartsbad Paradise Rd & Bressi Ranch Wy, Carlsbad File c \wp1 A5500\S543a uge WO 5543-A-SC November 6, 2007 Page 16 " ALLOWABLE BEARING VALUES FOR FOOTINGS DEPTH BELOW LOWEST ADJACENT FINISHED / GRADE (iNCHES) ^ - ALLOWABLE NET BEARING CAPACITY FOR ' SPREAD FOOTINGS (MINIMUM WIDTH = 2 FEET) ALLOWABLE NET BEARING CAPACITY FOR CONTINUOUS , ' : . WALL FOOTINGS. (MINIMUM WIDTH = 1.5 FEET) 18 2 0 ksf 2 0 ksf 24 2 5 ksf 2.5 ksf 36 3 0 ksf 1 2 5 ksf The above values are for net bearing supporting dead plus live loads, and may be increased by one-third for short-term (transient) wind or seismic loads. Where column or wall spacings are less than twice the width of the footing, some reduction m beanng capacity may be necessary to compensate for overtapping beanng effects Reinforcement should be designed in accordance with local codes and structural considerations The recommended allowable beanng capacity is generally based on maximum total and differential settlements of 1 inch and Va-inch (m 50 lateral feet), respectively Actual settlement can be estimated on the basis that settlement is roughly proportional to the net contact beanng pressure. The majority otthe settlement should occur during construction Since settlement is a function of footing size and contact beanng pressure, some differential settlement can be expected between adjacent columns or walls where a large differential loading condition exists However, for most cases, differentia! settlements are considered unlikely to exceed Ys-mch With increased footing depth/width ratios, differential settlement should be less These settlements are for total and differential due to static loads, and do not include the effects of dynamic densification, which is expected to be about 1 inch, or less, between the heaviest and lightest loaded portion of the foundation Slab subgrade pre-saturation is recommended for expansive soil conditions Pnor to the placement of the slab underiayment, we recommend that very low expansive finish grade soils be moisture conditioned to at least the soil's optimum moisture content If the slab subgrade exposes highly expansive soils, we recommend that the subgrade soils be moisture conditioned to at least 1 3 times the soil's optimum moisture content and be field tested by the geotechnical engineer Preliminary Post-Tensioned Slab Desiqn The recommendations presented below should be followed in addition to those indicated above The information and recommendations presented in this section are not meant to supercede design by a registered structural engineer or civil engineer familiar with post-tensioned slab design or corrosion engineering consultant Post-tensioned slabs should be designed using sound engineenng practice and be in accordance with local and/or national code requirements Upon request, GSI can provide additional Boys and Girts Club of Cartsbad Paradise Rd & Bressi Ranch Wy, Carlsbad File c \wp12\5500\5543a uge WO 5543-A-SC November 6, 2007 Page 17 data/consultation regarding soil parameters as related to post-tensioned slab design. From a soil expansion/shnnkage standpoint, a common contributing factor lo distress of structures using post-tensioned slabs is a significant fluctuation in the moisture content of soils undertying the penmeter of the slab, compared to the center, causing a "dishing" or "arching" of the slabs. To mitigate this possible phenomenon, a combination of soil presaturation and construction of a penmeter "cut-off' wall grade beam should be employed Penmeter cut-off wails should be a mmimum of 24 inches deep below the lowest adjacent grade The cut-off walls may be integrated into the slab design or independent of the slab The walls should be a minimum of 6 inches wide Specific soil presaturation is required for medium or highly expansive soils The moisture content of the slab subgrade soils should be equal to, or greater than, 130 percent of the soil's optimum moisture content to a depth of 24 inches beiow finish grade Post-tensioned slabs, if utilized, should be designed m accordance with the recommendations of the Post-Tensionmg Institute Method The slabs should be designed based on the settlement and angular distortion data, provided previously, and a 40-foot span Based on review of laboratory data for the onsite matenais, the average soil modulus subgrade reaction K, to be used for design, is 75 pounds per cubic inch (pci) This is equivalent to a surface beanng value of 1,000 psf Post-Tensioninq Institute Method Post-tensioned slabs should have sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage of subgrade soils The differential movement can occur at the corner, edge, or center of slab The potential for differential uplift can be evaluated using the 1997 UBC, Section 1816, based on design specifications of the Post-Tensionmg Institute The following table presents suggested minimum coefficients to be used in the Post-Tensioning Institute design method Thornthwaite Moisture Index -20 inches/year Correction Factor tor Irrigation 20 inches/year Depth to Constant Soil Suction 7 feet Constant soil Suction (pf) 36 Modulus of Subgrade Reaction (pci) 75 Moisture Velocity 0 7 inches/month Boys and Gids Club of Cartsbad Paradise fid & Bressi Ranch Wy, Carlsbad Flic e \wpl2\S5D0\5543a uge WO 5543-A-SC November 6, 2007 Page 13 The coefficients are considered minimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance The above parameters are applicable provided structures have positive drainage that is maintained away from structures. Therefore, it is important that information regarding drainage, site maintenance, settlements, and effects of expansive soils be passed on to future owners Based on the above parameters, the value indicated in the table presented below were obtained from figures or tables of the 1997 UBC, Section 1816 The values may not be appropriate to account for possible differential settlement of the slab due to other factors If a stiffer slab is desired, higher values of y^, may be warranted EXPANSION INDEX, OF SOIL -: - SUBGRADE - ^ HIGH , EXPANSION ^ (E.f 91.-130) VERY HIGH .EXPANSION (EJ. >130)' e^ center lift 5 5 feet 6 0 feet e^ edge lift 4 5 feet 4 5 feet y^ center lift 3 5 inches 4 5 inches edge lift 1 2 inches 1 6 inches Deepened footings/edges around the slab penmeter must be used to minimize non-uniform surface moisture migration (from an outside source) beneath the slab An edge depth of 12 inches should be considered a mmimum The bottom of the deepened footing/edge should be designed to resist tension, using cable or reinforcement per the structural engineer. Other applicable recommendations presented under conventional foundation and the California Foundation Slab Method should be adhered to dunng the design and construction phase of the project iVIat Slab Foundation As an alternative to Section 1815/1816 code compliant slabs and foundations, a mat slab foundation may be used to support the proposed structure, m accordance with the UBC/CBC (ICBO, 1997 and 2001) The geotechnical design parameters provided m the "Preliminary Post-Tensioned Slab Design" section of this report should also be applied to mat slab construction The mat slab should be at least 10 inches thick and should be provided with a double mat of reinforcements near the top and near the bottom of the slab. The reinforcements should consist of minimum number 5 bars placed at 18 inches on center Boys and Girls Club of Carisbad Paradise Rd & Bressi Ranch Wy, Carlsbad File e \wpl2\S500\55'13a uge WO 5543-A-SC November 6, 2007 Page 19 Mat Slab Allowable Bearing Capacity Mat slabs supported by compacted fill or competent (unweathered) terrace deposits may be designed for an allowable beanng capacity of 1,500 psf A one-third increase in the beanng value can be used for wind or seismic loads A vertical modulus of subgrade reaction (Kg) of 75 pci may be used in the design of mat slab foundations This value is a unit value for a 1-foot square footing and should be reduced m accordance with the following equation when used with the design of larger foundations. 2B where Kg = unit subgrade modulus Kp = reduced subgrade modulus B = foundation width {in feet) FLOOR SLAB DESIGN RECOMR/IENDATIONS Concrete slab-on-grade floor construction is anticipated We do not anticipate slab loading greater than 50 psf The following are presented as minimum design parameters for the slabs used in conventional foundation or post-tensioned slab applications, they are m no way intended to supercede design by the structural engineer Design parameters do not account for concentrated loads (e.g , fork lifts, other machinery, etc ) and/or the use of freezers or heating boxes If slab-on-grade floors are to receive loading that is greater than that assumed, additional recommendations will be necessary Light Load Floor Slabs Excluding mat slabs, the slabs m areas that will receive relatively light live loads {i e , standard office loading) should be a minimum of 5 inches thick and be reinforced with No. 4 reinforcing bar on 18-inch centers in two honzontally perpendicular directions Reinforcing should be property supported to ensure placement near the vertical midpoint of the slab "Hooking" of the reinforcement is not considered an acceptable method of positioning the steel The recommended minimum compressive strength of concrete is 2,500 psi The project stiuctural engineer should consider the use of transverse and longitudinal control jomts to help control slab cracking due to concrete shnnkage or expansion Two of the best ways to control this movement are 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab, and 2) provide an adequate amount of Boys and Girts Club of Cartsbad W O 5543-A-SC Paradise Rd & Bressi Ranch Wy. Carlsbad November 6, 2007 Pile e \wp1?\5500\5543a uge Page 20 control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion Transverse and longitudinal crack control joints should be spaced no more than 12 feet on center and constructed to a mmimum depth of T/4, where "T" equals the slab thickness in inches To reduce moisture vapor transmission through the slab, the designer should consider the use of denser concrete (higher compressive strength) and/or underslab moisture retarders Subgrade Preparation The subgrade matenai should be compacted to a minimum 90 percent of the maximum laboratory dry density Pnor to placement of slab undertayment and concrete, the subgrade soils should be well moistened to at least optimum moisture content (1 3 times the soil's optimum moisture content if highly expansive soils are exposed at finish grade) and tested by our field representative SOIL MOISTURE CONSIDERATIONS Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component, or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2006) Therefore, the following should be considered by the structural engmeer/foundation/slab designer to mitigate the transmission of water or water vapor through the slab GSI has evaluated the potential for vapor or water transmission through the slabs, in light of typical commercial floor covenngs and improvements Please note that generally moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical slab (Kanare. 2005), while typical floor covering manufacturers recommend about 3 lbs/24 hours as an upper limit Thus, the client will need to evaluate the following in light of a cost v benefit analysis (owner/tenant complaints and repairs/replacement), along with disclosures to owners/tenants Considenng the E I results of very low expansion potential, anticipated typical water vapor transmission rates, floor covenngs and improvements (to be chosen by the client) that can tolerate those rates without distress, the following alternatives are provided Concrete slabs should be a minimum of 5 inches thick This excludes mat slabs Concrete slab undertayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the UBC/CBC {ICBO, 1997 and 2001) and the manufacturer's recommendation The vapor retarder should comply with the ASTM E-1745 - Class A or B criteria, and be installed in accordance with ACI 302.1 R-04 Boys and Giris Club of Carlsbad W O 5543-A-SC Paradise Rd & Bressi Ranch Wy, Carlsbad November 6, 2007 File e \wp12\5500\5543a uge Page 21 The 10- to 15-mil vapor retarder (ASTM E-1745 - Class A or B) shall be installed per the recommendations of the manufacturer, mcluding all penetrations, i e , pipe, ductmg, rebar, etc The vapor retarder may be placed directly on properly compacted subgrade soils with very low to low expansion potential, and should be overtain by a 2-inch thick layer of Washed sand {SE>30) Concrete should have a maximum water/cement ratio of 0 50. This does not supercede Table 19-A-4 of the UBC/CBC (ICBO, 1997 and 2001) for corrosion or other corrosive requirements Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection Owner(s}/tenants should be specifically advised which areas are suitable for tile floonng, wood floonng, or other types of water/vapor-sensitive flooring and which are not suitable In all planned floor areas, floonng shall be installed per the manufactures recommendations * Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect Regardless otthe mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated Construction crews may require special training for installation of certain product{s), as well as concrete finishing techniques The use of specialized product(s) should be approved by the slab designer and water-proofing consultant Atechnical representative of thefloonng contractor should reviewthe slab and moisture retarder plans and provide comment prior to the construction of the residential foundations or improvements The vapor retarder contractor should have representatives onsite during the initial installation Boys and Girls Club of Carlsbad W 0 5543-A-SC Paradise Rd & Bressi Ranch Wy. Carlsbad November 6, 2007 Fiie e \wp12\5500\5543a uge Page 22 WALL DESIGN PARAP^ETERS CONSIDERING EXPANSIVE SOILS Conventional Retaining Walls Retaining wall design should conform to the CBC {ICBO, 2001), including Section 1630 A 1 1, No 5 The design parameters provided below assume that either ver/ low expansive soils (typically Class 2 permeable filter matenai or Class 3 aggregate base) or gravel is used to backfill any retaining walls Select matenai should be placed above the cantilever wall footing and at least 2H behind the wall stem (where H equals the wall height) In light of the expansive soil conditions at the site, we recommend that properly compacted, very low expansive soils with a P I less than 2 be placed at least 1B below the bottom of the wail footing (where B equals the footing width). The type of backfill, should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed The foundation system for the proposed retaining walls should be designed m accordance with the recommendations presented m this and preceding sections of this report, as appropnate Footings should be embedded a mmimum of 24 inches below adjacent grade (excluding landscape layer, 6 inches) and should be at least 24 mches in width There should be no increase m bearing for footing width Recommendations for specialty walls (i.e , cnb, earthstone, geognd, etc) can be provided upon request, and would be based on site specific conditions Restrained Walls/Loading Dock Walls Any retaining walls that will be restrained prior to placing and compacting backfill matenai or that have re-entrant or male corners, should be designed for an at-rest equivalent fiuid pressure (EFP) of 65 pcf, plus any applicable surcharge loading For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner GSI recommends that loading dock wafis be designed for a restrained condition Temporary (cads of stockpiled goods/supplies adjacent to the wall, should be applied to wall pressures GSI recommends that 40 percent of these temporary loads should be added to the lateral pressures m order to account for these transient loading conditions Cantilevered Walls The recommendations presented beiow are for cantilevered retaining wails up to 10 feet high Design parameters for walls less than 3 feet m height may be superceded by City and/or County standard design Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the honzontal pressure against the wall Appropnate fluid unit weights are given below for specific slope gradients of the retained material These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions When wall configurations are finalized, the appropriate loading conditions for supenmposed loads can be provided upon request Walls that retain more than 6 feet of soil should be designed for a seismic Boys and Girls Club of Carlsbad Paradise Rd & Bressi Ranch Wy, Carisbad File e \wp12\5500\5543a uge W 0 5543-A-SG November 6, 2007 Page 23 surcharge of 8H, where H is the height of the retained soil, and applied as a uniform lateral earth pressure in psf SURFACE SLOPE OF ' , RETAINED MATERIAL . ' LHOflJZONTALrVERTICAL) , EQUIVALENT " . FLUID WEIGHT P.C F / (SELECT BACKFILL)*? , Level* 2 to 1 35 50 * Level backfill behind a retaining wall is defined as compacted eaith materials, properly drained, without a slope for a distance of 2H behind tiie wall, where H is the height of the wall ** Select backfill is all lhe fill above lhe cantilever wall footing and at least 2H behind the wail S E 5:30 and < 100% passing No 200 sieve Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls m the form of gravel wrapped in geofabnc and outlets A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height Details 1, 2, and 3, present the backdrainage options discussed below Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased m either Class 2 permeable filter material or %~inch to iy2-!nch gravel wrapped in approved filter fabnc (Mirafi 140 or equivalent) For select low expansive backfill, the filter matenai should extend a minimum of 1 honzontal foot behind the base of the walls and upward at least 1 foot. Native backfill that has up a medium expansion potential is not recommended Thus, continuous Class 2 permeable dram matenals should be used behind the wail This material should be continuous (i e , full height) behind the wall, and it should be constructed m accordance with the enclosed Detail 1 {Typical Retaining Wall Backfill and Drainage Detail) For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Dram) Expansive soils should not be used as backfill for retaining wails Backfill and drainage behind the retaining wali should conform with Detail 3 (Retaining Wall and Subdrain Detail Clean Sand Backfill) If any detail otherthan Detail 3 is utilized, more onerous equivalent fluid weights in the table above will need to be provided. Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on each end The use of weep holes, only, in walls higher than 2 feet, is not recommended The surtace of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E I <90) Proper surface drainage should also be provided For additional mifigafion, consideration should be given to applying a water-proof membrane to the back of all retaining structures The use of a waterstop should be considered for all concrete and masonry joints Boys and Girts Club of Carlsbad Paradise Pid & Bressi Ranch Wy, Carlsbad File e \wp12V5500\55d3a uge WO 5543-A-SC November 6, 2007 Page 24 ©Waterproofing Membrane (optional) Finished Surface (D WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent (D ROCK: 3/4 to 1-1/2" (inches) rock iD FILTER FABRIC: Mirafi 140N or approved equivalent, place fabnc flap behind core (D PIPE: 4" (inches) diameter perforated PVC schedule 40 or approved alternative wtth mmimum of 1% gradient to proper outlet point (Perforations down) © WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface (Mo weep holes for basement walls ) 1 ^'^T c 3 AMD DRAINAGE DETAIL Geotechnical © Coastal © Geologic © Environmental DETAILS NTS Provide Surface Drainage (PWaterp roofing Membrane (optional) Weep Hole Finished Surface 1 or Flatter ® WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent (D DRAIN: Miradram 6000 or J-drain 200 or equivalent for non-waterproofed walls Miradrain 620Q or 3-drain 200 or equivalent for watci proofed walls (All Perforations down) <3) FILTER FABRIC: Mnafi 140N or approved equivalent, place fabric flap behind core ® PIPE: 4" (inches) diameter perforated PVC schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point © WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface (No weep holes for basement walls ) C^7 RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical © Coastal © Geologic o Environmental DETAILS N T Provide Surface Drainage Clean Sand Backfill ® WATERPROOFING MEMBRANE (optional). Liquid boot or approved equivalent (D CLEAN SAND BACKFILL: Must have sand equivalent value of 30 or greater, can be densified by water jettmg (D FILTER FABRIC: Mirafi 140N or approved equivalent @ ROCK: 1 cubic foot per linear feet of pipe or 3/4 to 1-1/2" (inches) rock ® PIPE- 4" (inches) diameter perforated PVC schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point (Perforations down) © WEEP HOLE- Minimum 2" (mches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface (No weep holes for basement walls ) DETAIL 3 Geotechnica! •> Coastal o Geoloqic © Environmental V/all/Retaininq Wali Footing Transitions Site wails are anticipated to be founded on footings designed in accordance with the recommendations in this report Should wall footings transition from cut to fill or across soils with different expansion potentials, the civil designer may specify either a) A minimum of a 2Toot overexcavation and recompaction of cut matenals for a distance of 2H, from the point of transition b) increase of the amount of reinforcing stee! and wall detailing (i e , expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wali designer's recommendations, regardless of whether or not transition conditions exist Expansion joints should be sealed with aflexible, non-shnnk grout c) Embed the footings entirely into native formational material (i e , deepened footings) If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment EXPANSIVE SOILS, flATWOBK (NOM-TRAFFiC), AND OTHER IMPROVEIViENTS The soil matenals on site are likely to be expansive The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements The resulting potential for distress to improvements may be reduced, but not totally eliminated To that end, it is recommended that the developer should notify any property owners and/or other interested parties of this long-term potential for distress To reduce the likelihood of distress, the following recommendations are presented for ali extenor flatwork' 1 The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 3 percentage points above (or 130 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation The moisture content of the subgrade should be proof tested within 72 hours pnor to pounng concrete 2 Concrete slabs should be cast over a relatively non-yieldmg surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pounng concrete The layer should wet-down completely pnor to Boys and Girls Club of Carlsbad WO 5543-A-SC Paradise Rd 8t Bressi Ranch V*/y. Cadsbad November 6, 200/ File e \wp12\550D\5543a Eige Page 28 pouring concrete, to minimize loss of concrete moisture to the surrounding earth matenals 3 Extenor slabs should be a minimum of 4 inches thick. Slabs should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab 4 The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shnnkage or expansion. Two ways to mitigate such cracking are a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab, and, b) provide an adeguate amount of control and/or expansion joints to accommodate anticipated concrete shnnkage and expansion In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No 3 bars placed at 18 inches on center, in each direction The extenor slabs should be scored or saw cut, Vz to Vs inches deep, often enough so that no section is greater than 10 feet by 10 feet For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet The slabs should be separated from the foundations and sidewalks with expansion joint filler matenai 5 No traffic should be allowed upon the newly poured concrete slabs until they have been property cured to withm 75 percent of design strength Concrete compression strength should be a minimum of 2,500 psi 6 Sidewalks, and extenor slabs adjacent to the house should be separated from the house With thick expansion joint filler material In areas directly adjacent to a continuous source of moisture (i e , irngation, planters, etc), all joints should be additionally sealed with flexible mastic. 7 Walls should not be tied to the structure 8 Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied m at least two directions 9 Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long These segments should be keyed or doweled together 10 Utilities should be enclosed withm a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions Boys and Girls Club of Carisbad W O 5543-A-SC Paradise Rd & Bressi Ranch Wy, Carlsbad Novembers, 2007 File e \wp1?\5500\55l3a uge Page 29 11 Positive site drainage should be maintained at alt times Finish grade of the pad should provide a minimum of 1 to 2 percent fall to the street, as indicated herein It should be kept in mmd that dramage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not penodically maintamed by the property owner and/or other interested parties. 12- Due to expansive soils, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbmg and electncal hnes. A/C waste water lines should be drained to a suitable non-erosive outlet 13 Shnnkage cracks could become excessive if proper finishing and cunng practices are not followed Finishing and curing practices should be performed per the Portland Cement Association Guidelines Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site PREUIVItNARY PAVEMENT DESIGN GSI has assumed Traffic Indices (T 1) for the parking stalls and drives areas based upon our review of City of Carlsbad (1993) If the design T I. are greater than those assumed, revised analyses should be performed For parking stalls, we have assumed a T 1 of 4 5, for drive areas that will likely expenence intermittent truck traffic and turning, we have assumed a T 1 of 5 Based on R-value testing of representative, onsite soils and assumed T I , the preliminary pavement sections for the project are provided m the following table LOCATION SUBGRADE ^ R-VALUE ' "TRAFFIC INDEX (T.l.) ,^ AC THICKNESS r„ (INCHES) AGGREGATE Bfi.SE .THICKNESS (iNCHES) Parking Stalls 12 45 4 0'"> 60 Drive Areas/Rre l^ne 12 50 75 (1) - Denotes Class 2 Aggregate Base (R>^78, SE >22) (2) - Denotes County Minimum Thickness All pavement installation, including preparation and compaction of subgrade, compaction of base matenai, and placement and rolling of asphaltic concrete, should be done m accordance with City guidelines and under the observation and testing sen/ices provided by the project geotechnical engineer and/or the City of Cartsbad The recommended pavement section provided above is intended as a minimum guideline If thinner or highly vanable pavement sections are constructed, increased maintenance Boys and Giris Club of Carlsbad Paradise Rd & Bressi Ranch Wy, Carlsbad Fiie e \wp1?\5500\5543a uge W O 5543-A SC November 6, 2007 Page 30 and repair could be expected If the ADT (average daily traffic) or ADTT (average daily truck traffic) increases beyond that intended, as reflected by the Tl used for design, increased maintenance and repair could be required tor the pavement section. Consideration should be given to the increased potential for distress from overuse of paved street areas by heavy equipment and/or construction related heavy traffic (e g., concrete trucks, loaded supply trucks, etc), particularly when the final section is not m place (i e , topcoat) Best management construction practices should be followed at all times, especially dunng inclement weather PRELIMINARY CONCRETE BRICK PAVER RECOMMENDATIONS The use of buck pavers with an expansive soil subgrade may sen^e to reduce distress, but there is mherently some potential for heavmg/distress owing to their porous nature The following genera! recommendations are provided 1. Within the courtyard subgrade areas, ail surficial deposits of loose soil matenai should be removed and recompacted as recommended m this report After the loose soils are removed, the bottom is to be scanfied to a depth of approximately 12 mches, moisture conditioned to at least the soil's optimum moisture content (1 3 times the soil's optimum moisture content for highly expansive soils), and compacted to 90 percent of the maximum laboratory standard (ASTM D-1557) 2 Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable matenals encountered dunng grading should be removed The compacted fill matenai should then be brought to the elevation of the proposed subgrade for the pavement The subgrade should be proof-roiled m order to ensure a uniform firm and unyielding surface 3 All grading and fill placement should be observed by the project soil engineer and/or his representative 4 Due to the porous nature of the concrete bnck pavers, much of the water that fails on the surface wifi pass through to the subgrade Therefore, a minimum of 6 0 inches of the soil subgrade should be removed and replaced with compacted aggregate base Compaction tests are required forthe recommended base section Minimum relative compaction required will be 95 percent of the laboratory standard (ASTM D 1557) Base aggregate should be m accordance to the "Standard Specifications for Public Works Construction" (green book) 1997 edition, or standard Caltrans Class 2 base rock (minimum R-value=78) 5 It should be noted that appropnate dramage practices should be implemented to limit the surface run off over the proposed concrete pavers If excessive water is introduced to the underlying subgrade, it will yield, resulting in mcreased maintenance and repair Boys and Girls Club of Carisbad ~ WO 5543-A-x'^ Paradiso Rd & Bressi Ranch Wy, Cailsbad November 6, 2007 File e \wpi?\S'.00\S543a ucje Poge 31 6 R-value testing should be performed m general accordance with the latest revisions to the Department of Transportation, State of California, Material & Research Test Method ^4o 301 at the conclusion of rough grading 7 The concrete bnck pavers shall be designed for appropnate loads and should be designed in accordance with manufacturer's recommendations for such loads and drainage DEVELOPMENT CRITERIA Drainage Adequate lot surface dramage is a very important factor m reducing the likelihood of adverse performance of foundations, hardscape, and slopes Surface dramage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface dramage should be carefully taken into consideration dunng fine gradmg, landscaping, and buildmg construction Therefore, care should betaken that future landscaping or construction activities do not create adverse drainage conditions Positive site drainage within lots and common areas should be provided and maintained at al! times Dramage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground In general, the area withm 5 feet around a structure should slope away from the structure We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc) Pad drainage should be directed toward the street or other approved area(s) Although not a geotechnical requirement, roof gutters, down spouts, or other appropnate means may be utilized to control roof drainage Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irngation or heavy rainfall, and should be anticipated Minimizing irngation will lessen this potential If areas of seepage develop, recommendations for minimizing this effect could be provided upon request Erosion Control Cut and fill slopes will be subject to surficial erosion dunng and after gradmg Onsite earth matenals have a moderate to high erosion potential Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint Boys and Giris Club of Carlsbad W O 5543-A-SC Paradise Rd & Bressi Ranch Wy, Carlsbad November 6, 2007 File e \wp12X6500X^^313,3 uge Page 32 Landscape Maintenance Only the amount of irngation necessary to sustain plant life should be provided Over-watering the landscape areas will adversely affect proposed site improvements We do not recommend the use of open-bottom planters at this site due to the expansive soil issues at the site An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any extenor concrete flatwork, provided there is gravity drainage to a suitable outlet Graded slope areas should be planted with drought resistant vegetation Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems) From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction Gutters and Downspouts As previously discussed m the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures if utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e g , paved swales or ditches, below grade, solid tight-lined PVC pipes; etc ), that will carry the water away from the house, to an appropriate outlet, m accordance with the recommendations of the design civil engineer Downspouts and gutters are not a requirement, however, from a geotechnical viewpoint, provided that positive dramage ss incorporated mto project design (as discussed previously) Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surtace and subsurface drainage practices are incorporated into the construction plans Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occumng in the future due to site irngation, poor drainage conditions, or damaged utilities, and should be anticipated Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropnate recommendations to mitigate the observed groundwater conditions Groundwater conditions may change with the introduction ot irrigation, rainfall, or other factors Site Improvements II in the future, any additional improvements (e g , pools, spas, etc) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request Pools and/or spas Boys cjnd Gids Club of Carlsbad WO 5543-A-SC Paradise Rd & Bressi Ranch Wy, Carisbad November 6, 2007 File e \wp12\S''>00\5543a uge Page 33 should not be constructed without specific design and construction recommendations from GSI, and this construction recommendation should be provided to the owners, any owners association, and/or other interested parties This office should be notified in advance of any fill placement, gradmg of the site, or trench backfilling after rough grading has been completed This includes any grading, utility trench and retaining wall backfills, flatwork, etc Tife Flooring Tile floonng can crack, reflecting cracks m the concrete slab below the tile, although small cracks m a conventional slab may not be significant Therefore, the designer should consider additional stee! reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tf!e and concrete slabs on grade Additional Grading This office should be notified m advance of any fill placement, supplemental i egrading of the site, or trench backfilling after rough grading has been completed This includes completion of grading m the street, driveway approaches, dnveways, parking areas, and utility trench and retaining wall backfills Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and pnor to concrete form and reinforcement placement The purpose of the observations is to evaluate that the excavations have been made into the recommended beanng material and to the minimum widths and depths recommended for construction If loose or compressible matenals are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade matenals would be recommended at that time Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site Trenching/Temporary Construction Backcuts Considenng the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shonng or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded withm the text of this report]), should be anticipated All excavations should be observed by an engmeenng geologist or soil engineer from GSI, Boys and Girls Club of Carlsbad —— 5543-A-SC Paradiso Rd & Bressi Ranch Wy, Cailsbad November 6, 2007 File e \wpt?.\5500\5'^43a uge Page 34 pnor to workers entenng the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropnate recommendations would be offered at that time The above recommendations should be provided to any contractors and/or subcontractors, or owners, etc , that may perform such work Utility Trench Backfiil 1 All mtenor utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard As an alternative for shallow (12-mch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and withm areas extending below a 1 1 plane projected from the outside bottom edge of the footing, and ali trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard Sand backfill, unless excavated from the trench, should not be used in these backfill areas Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results 3 All trench excavations should conform to CAL-OSHA, state, and local safety codes 4 Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages Dunng grading/recertification Dunng excavation Dunng placement of subdrams, toe drains, or other subdramage devices, pnor to placing fill and/or backfill Boys and Girls Ciub of Cartsbad W O 5543-A-SC Paradise Rd & Bressi Ranch V\fy, Carlsbad November 6, 2007 Fiie e \wp12\5500\r)'i43n uge Page 35 After excavation of building footings, retaining wall footings, and free standmg walls footmgs. pnor to the placement of reinforcing steel or concrete Pnor to pounng any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i e , sand, pea-gravel, etc), or vapor retarders (i e , visqueen, etc) During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area dram, interior plumbing, utility line trenches, and retaining wall backfill Dunng slope construction/repair When any unusual soil conditions are encountered dunng any construction operations, subsequent to the issuance of this report When any developer or owner improvements, such as flatwork, walls, etc., are constructed, pnor to construction. GSI should approve such plans prior to construction A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements GSI should review project sales documents to owners or owners associations for geotechnical aspects, including irngation practices, the conditions outlined above, etc, pnor to any sales At that stage, GSI will provide owners maintenance guidelines which should be incorporated mto such documents OTHER DESIGN PROFESSiONALS/CONSULTAHTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wail designer, etc., should review the recommendations provided herein, incorporate those recommendations mto ail their respective plans, and by explicit reference, make this report part of their project plans This report presents minimum design cntenafoi the design of slabs, foundations and other elements possibly applicable to the project These cntena should not be considered as substitutes for actual designs by the structural engineer/designer Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundation The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause Boys and G?rls Club of Carlsbad W O 5543-A-SC Paradise Rd &. Bressi Ranch Wy, Carisbad November 6. 2007 nie 0 \wpi^\5500\b'')43a ucje Page 36 damage to another building component, or so as to limit the installation of the type of floonng materials typically used for the particular application The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, beanng, expansive soil influence, and strength, stiffness and deflections m the vanous slab, foundation, and other elements in order to develop appropnate, design-specific details As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed If analyses by lhe structural engineer/designer result in less critical details than are provided herein as mmimums, the minimums presented herein should be adopted It is considered likely that some, more restnctive details will be required If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein PLAN REVIEW Final project plans (grading, precise grading, foundation, retaining wali, landscaping, etc), should be reviewed by this office pnor to construction, so that construction is m accordance with the conclusions and recommendations of this report Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. Boys and Gids Ciub of Carlsbad W O 5543-A-SC Paradise Rd & Bressi Ranch Wy, Cadsbad November 6, 2007 File e \wpi;nb;j00\5543a uye Page 37 LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative otthe area, however, soil and bedrock matenals vary in character between excavations and natural outcrops or conditions exposed dunng mass grading Site conditions may vary due to seasonal changes or other factors inasmuch as our study is based upon our review and engmeenng analyses and laboratory data, the conclusions and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given Standards of practice are subject to change with time GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been property implemented LJse of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities Thus, this report bnngs to completion our scope of services for this portion of the project All samples will be disposed ol after 30 days, unless specifically requested by the Client, m writing Boys and Giris Club of Carlsbad W O 5543-A-SC Paradise Rd 8= Bressi Ranch Wy, Carisbad November 6, 2007 File c \wpi2\b500\5543a ugp Page 38 APPENDIX A REFERENCES American Concrete Institute, 2004, Guide for concrete floor and slab construction" reported by ACI Committee 302, Designation ACI 302 1 R-04, dated March 23 Amencan Society for Testing and Matenals, 1998, Standard practice for installation of water vapor retarder used m contact with earth or granular fill under concrete slabs, Designation E 1643-98 (Reapproved 2005) , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs. Designation E 1745-97 (Reapproved 2004) Blake, T F , 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources, Windows 95/98 version , 2000b, EQSEARCH, A computer program for the estimation of peak honzontal acceleration from California histoncal earthquake catalogs. Updated through December, 2005, Windows 95/98 version , 2000c, FRISKSP, A computer program for the probabilistic estimation ot peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources, Windows 95/98 version Bozorgnia, Y, Campbell, K W, and Niazi, M., 1999, Vertical ground motion Charactenstics, relationship with honzontal component, and building-code implications. Proceedings of the SM1P99 seminar on utilization of strong-motion data, September, 15, Oakland, pp 23-49 CTL Thompson, 2005, Controlling moisture-related problems associated with basement slabs-on-grade in new residential construction California, State of, 2007, Civil Code, Title 7, Division 2, Section 895, et seq California, State of, 2001, Senate Bill 800, Burton Liability construction defects, February 23; approved by Governor September 20, 2002, filed with Secretary September 20, 2002, effective January 1, 2003 Caltrans, 1999, Intenm corrosion guideline for foundation investigations, Corrosion and Technology Section, Office of Matenals and Foundations, May. Campbell, K W and Bozorgnia, Y , 1997, Attenuation relations for soft rock conditions; in EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources, Windows 95/98 version. Blake, 2000a City of Cartsbad, California, 1993 (Revised 1996), Standards for design and construction of public works improvements in the City of Cartsbad, revision dated December 10 Hart, EW and Bryant, WA., 1997, Fault-rupture hazard zones in California California Division of Mines and Geology, Special Publication 42 (revised), 32 pp International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2 , 1998, Maps of known active fault near-source zones in California and adjacent portions of Nevada. , 1997, Uniform building code- Whittier, Caiifornia Kanare, Howard, 2005, Concrete floors and moisture, Portland Cement Association, Skokie, Illinois Leighton and Associates, Inc.. 2007, Geotechnical preliminary investigation, Bressi Ranch Village Center, a portion of Planning Area PA-15, Cartsbad, California, Project No 971009-047, dated January 25, 2007. . 2004a, As-graded geotechnical map, Plannmg Areas PA-13 through PA-15. Bressi Ranch, Cartsbad, California, Plate 2, 40-scale, Project No 971009-014, dated September 17. , 2004b, As-graded report of fine grading. Community Park m Planning Area OS-2, Village Square and the Welcome Home Center m Planning Area PA-15, and the Park Site in Planning Area PA-10, Bressi Ranch, [Carlsbad,] California, Project No 971009-027, dated November 4 O'Day Consultants, Inc , 2006, Civil site plan for Boys and Girfs Club, Sheet C-1,20-scale, Job No 051154, dated February- Romanoff, M , 1989, Underground corrosion, National Bureau of Standards Circular 579, Published by National Association of Corrosion Engineers, Houston Texas, ongmally issued Apnl 1, 1957 State of California, 2006, Civil Code, Sections 896-897 Boys and Girls Club of Carlsbad Appendix A File c \//pl^\5500\5543a uge Page 2 BORING LOGS UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY It^ajor Divisions Group Symbols Typical Names CRITERIA > Q Ol O o CM o :z c •o o m g 0 in go Oi (3 o c " S 2 o o o S § o o S? K u E [Cf ^ ID ° R £ g S 0) :s E ° GW Well-graded gravels and gravel- sand mixtures little or no fines Standard Penetration Test GP Poorly graded gravels and gravel-sand mixtures littte or no fines GM Silty gravels gravel-sand silt mixtures GC Clayey gravels, gravel-sand-clay mixtures SW Well graded sands and gravelly sands irttle or no lines O CO Penetration Resistance N (blows/ft) Relative Density 0-4 Very loose 4 - 10 Loose 10-30 Medium 30-50 Dense > 50 Very dense SP Poorly graded sands and gravelly sands, little or no fines SM Silty sands sand-sil! mixtures SC Clayey sands, sand-ciay mixtures ML Inorganic silts, very fine sands, rock flour, silty or ciayey fine sands Standard Penetration Test o o ^ to £ o w u ra ^ CL Inorganic clays oi tow lo medium plasticity gravelly clays sandy days, silty clays, lean clays OL Organic sills and organic silty clays of !ow plasticity ^ I MH Inorganic siits micaceous or diatomaceous fine sands or silts elastic siKs CH Inorganic clays ot high plasticity fat clays OH Organic clays o! medium to high plasticity Penetration Resistance N (blows/ft) Consistency Unconfined Compressive Strength (tons/If) <2 Very Soft <0 25 2-4 Soft 0 25- 050 4-8 Medium 0 50 -1 00 8-15 Stiff 1 00 - 2 00 15-30 Very Stiff 2 00 - 4 QO >30 Hard >4 00 Highly Organic Soils PT Peat mucic, and other highly organic soils 3-3/4" 4*4 #10 #40 #200 US Standard Sieve Unified Soil Cobbles Gmvei Sand Silt or Cfay Classification Cobbles coarse fine coarse medium fine Silt or Cfay MOISTURE CONDITIONS Dry Absence of moisture dusty, dry lo the touch Slightly Moist Below optimum moisture content for compaction Moist Near optimum moisture content Very Moist Above optimum moisture content Wet Visible Iree water, below water table RflATERIAL QUANTITY trace 0 - 5 % few 5-10% little 10-25% some 25 - 45 % OTHER SYMBOLS C Cote Sample S SPT Sample B Bulk Sample Y_ Groundwater Qp Pocket Penptrometer BASIC LOG FORMAT Group name, Group symbol, (grain size) coior, moisture, consistency or relative density Additional comments odor pre-^enre of roots mica gypsum coarse grained particles, etc EXAMPLE Sand (SP), fine to medium grained, brown, moist loose, trace silt little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets File Mgr c \SoiiCIassif wpd PLATE B-1 BORING LOG wo 5543-A-SC PROJECT BOYS AND GIRLS CLUB OF CARLSBAD Bressi Ranch Village Cenler BORING i-1 Sample 5- 10- 15- 20- • % 59 75 89 50-sy^ CL CL 5M/ML ML D 1115 161 108 7 113 6 107 1 136 14 7 166 88 0 69 1 35 2 DATE EXCAVATED SAMPLE METHOD 140 Lb Hammer @ 30" Drop Standard Penetration Test Undislurhed, Ring Sample SHEET_^__ OF__L 10-12-07 Approx Elevation 409' MSL ^ Groundwater Desciiption of Material ARTIFICIAL FILL - UNDOCUiVIENTED: L @ Q' SANDY CU\Y. Olive green, di^, soft ^ TERTIARY SA^^^IAGQ FORMATION: @ V SANDY CLAYSTONE, olive green, wet. hard 3' SANDY CLAYSTONE, olive green, moist, hard 5' SANDY CLAYSTONE, ofive green, wet, hard @ 10' SILTY SANDSTONE to SANDY SILTSTONE. olive green to light brown, moist, very dense to hard @ 15' SANDY SILTSTONE, olive green, wet, hard "totaTDeptlT^^ 16' ~ " ———^ No Groundwater/Caving Encountered Backfilled 10-12-2007 Bressi Ranch Village Center PLATE f3-2 BORING LOG wo 5543-A-SC PROJECT BOYS AND GIRLS CLUB OF CARLSBAD Bressi Ranc^ Village Center BORING B-2 a Sample 3 ' c I '! z 50-2" 5' m 10 15 20- 31/ 50-3" 25/ 50-4" 50-6" E in to o w 3 CL CL ML 50-4" SM ZD a 1162 1106 104 2 96 9 139 162 147 87 2 DATE EXCAVATED SAMPLE METHOD 140 Lb Hammer @ 30" Di op SHEET0FJ_ 10-12-07 Standard Penetration Test Undisturbed, Ring Sample Approx Elevation 407' MSL Groundwater Description of Matenai ARTIFICIAL FILL - UNDOCUiVIENTED @ Q' SANDY CLAY, olive green, dry, soft TERTIARY SANTTAGQ FORMATION: @ r SANDY CLAYSTONE, olive green, moist, hard, no recovery @ 2\ cobble in sampler shoe 5" SANDY CLAYSTONE, olive green, wet, hard 86 7 65 2 153 57 4 10' SANDY SILTSTONE, olive green, wet, hard 15' SANDY SILTSTONE, dark brown, moist, hard 18' SILTY SANDSTONE, dark brown, moist, very dense Total Depth = 19' No Groundwater/Caving Encountered Backfilled 10-12-2007 Bressi Ranch Village Center PLA FE 8-3 BORING LOG wo 5543-A-SC PROJECT BOYS AND GIRLS CLUB OF CARLSBAD Bressi Ranch Village Center BORING B-3 5H 10- 15 20- Sample 50-6" 76 73 50-6" 50-6" CL ML ZJ D 116 2 116 9 107 4 104 3 16 2 133 13 7 154 DATE EXCAVATED SAMPLE METHOD 140 Lb Hammer @ 30" Drop SHEETOF 1 10-12-07 98 0 Standard Penetration Test Undisturbed, Ring Sample Approx Elevation 406' IMSL 'S- GpDundwater Descripfion of Material ARTIFICIAL FILL - UNDOCUMENTED: @ 0* SANDY CLAY, brown, dry, soft. 84 7 67 0 69 7 ,—• ,—- TERTIARY SANTIAGO FORMATION: @ VA- SANDY SILTSTONE, light brown, dry to damp, hard, no recovery @ 5' SANDY SILTSTONE, dark brown, saturated, hard, diatomaceous 10' SANDY SILTSTONE, olive green to gray, wet, hard. 15' SANDY SILTSTONE, dark gray, moist, hard 18' SANDY SILTSTONE, dark gray, moist, hard Total Depth = 19' No Groundwater/Caving Encountered Backfilled 10-12-2007 Bressi Ranch Viiiage Center PLATE B-4 PROJECT SOYS AND GIRLS CLUB OF CARLSBAD Bressi Ranch Village Center 10- 15- Sample 20 39 29 43 39 47 o £ w CO o Z) SM CL CL Bressi Ranch Village Center 3 Er Q BORING LOG W 0 5543-A-SC BORING B'4 SHEET 1 OF 1 DATE EXCAVATED 10-12-07 SAMPLE METHOD 140 Lb Hammer @ 30" Drop Standard Penetration Test Undisturbed, Ring Sample Approx Elevation 410' MSL Groundwater Description of Material ARTIFICIAL FiLL - DOCUMENTED: @ 0' SILTY SAND, light brown, dry to damp, medium dense, upper 1 foot IS dessicated 3' SANDY CLAY, olive green, moist, hard 5' SANDY CLAY, light brown, mosst, very stiff 10' SANDY CU\Y. olive green, moist, hard 15' SANDY CLAY, tight brown, moist, hard TERTIARY SANTIAGO FORMATION: @ 18' SANDY CLAYSTONE, olive green, moist to wet, hard Total Depth = 19' No Groundwater/Caving Encountered Backfilled 10-12-2007 PLA fE B-5 5543.OUT •A-^J iir-i-J'. J. i ;^iV i-^i i; ^. •5:-J. EQFAULT * ft A '"^ Version 3.00 * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS 30B NUMBER. 5543~A~SC DATE: 11-05-2007 JOB NAME: BOYS AND GXRLS CLUB OF CARLSBAD CALCULATION NAME. 5543 FAULT-DATA-FILE NAME: C;\Prograifi FTles\EQFAULTl\CGSFLTE.DAT SITE COORDINATES SITE LATITUDE: 33.1263 SITE LONGITUDE: 117 2534 SEARCH RADIUS' 62.14 m~i Ai-fENUATiON RELATION: 15) Campbell & Bozorgma (1997 Rev.) - Soft Rock UHCERTAINTY (M-MedTan, S=STgma): S Number of Siginas. 1 D DISTANCE MEASURE: cdist SCOND- 1 Basement Depth: 1.00 km Campbell SSR* 1 Campbell SHR- 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C-\Program FllasVEQFAULTlXCGSFLTE OAT MINIMUM DEPTH VALUE (.km) : 3 0 p?ge 1 WO 5543-A-SC Plate C-! S543.DUT EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ESTIMA1ED MAX, EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE MAXIMUM PEAK EST SITE FAUL.T NAME m-j Ckm) EARTHQUAKE SITE IMTEMSITY MAG,CMW) ACCEL, g MOD mnc. ROSE CANYON 7 8C 12 5) 7 2 0.555 X NEV^PORT-INGl EWOOD (Offshore) 10 6( 17.0) 7 1 0.414 X ELSINORE (TEMECULA) 22.3C iS 9) 6 8 0.156 VIII ELSINOKE (3ULXAf^) 22.3 C 35 9) 7 1 0.191 VIII CORONADO BANK 23.!( 37.2) 7.6 0.254 IX ELSINORE (GLEN IVY) 35.2C 58 2> 6 & 0.0S3 VII EARTHQUAKE VALLEY 39.K 62 9) 6.5 0,057 VI SAN DOAQUXN HILLS 40.3( 64 S) 6-6 0 061 VI PALOS VERDES 41.2C 66.3) 7.3 0.105 VIX SAH 3AC1HTO-AN2A 45 XC 72.6) 7 2 0 085 VII SAN 3ACINT0-SAN JACINTO VALLEY 46.7C 75.1) 6 9 0 062 VI SAN JACINTO-COYOTE CREEK 48.S( 7S 6} 6 6 0 045 VI NEWPORT-XNGLEWOOD (L.A.BaSln) 51.1( S2.2) 7 1 0 065 VI CHINO-CENTRAL AVE. (Elsinore) 51.4( 82 8) 6 7 VI ELSINORE CCOYOTE MOUNTAIN) 52.8C 85.0) 6,8 0 047 VI VJHTTTIER 89..U 6.S 0 044 vx SAN JACINTO - BORREGO 61.5C 99.0) 6,6 0 032 V SAN 3ACINT0-SAN BERNARDINO 51,6C 99 1) 6.7 0.035 V •END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS THE ROSE CANYON FAULT IS CLOSEST TO THE SITE- IT IS ABOUT 7.8 MILES (12.5 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION. 0-5550 g Page 2 WO 5543-A~SC Plate C-2 .2 ra O o < .01 .001 BOYS AND GIRLS CLUB OF CARLSBAD 10 Distance (mQ WO 5543-A-SC Plate C-3 5543.OUT i!ir<. •<'it Ail •'fit •^•^•c-i •i'^'^il: "-w-^iV*-- ^ EQSEARCH * version 3 00 ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS ICS NUMBER: 5543-A-SC DATE- 11-05-2007 JOB NAME- BOYS AND GIRLS CLUB OF CARLSBAD EARTHQUAKE-CATALOG-FILE NAME ALLQUAKE.DAT SITE COORDINATES; SITE LATITUDE. 33.1253 SITE LONGITUDE: 117.2534 SEARCH DATES. START DATE: 1800 END DATE: 2007 SEARCH RADIUS. 62.1 mi 300 0 km ATTENUATION RELATION: 25) Campbell & Bozorgnia (1997 Rev.) - Soft Rock UNCERTAINTY (M=Med-ian, S=Sigma) 5 ~ Number of Sigmas 1 0 ASSUMED SOURCE TYPE" SS [SS^Strike-sl1p, DS=Reverse-sl1p, BT=Blind-thrust3 SCONO. 1 Depth Source- A Basement Depth 1 00 km Campbell SSR- 1 Can.pbell SHR: 0 COMPUTE PF^K HORIZONTAL ACCELERATION MI^fIMUM DEPTH VALUE Ckm) ' 3.0 Page 1 WO 5543-A-SC Plate C-4 S543.0UT EARTHQUAKE SEARCH RESULTS Page 1 1 ! j TIME 1 1 SITE 1 SITE APPROX. FILE LAT 1 LONG, i DATE 1 CUTC) DEPTH! QUAKE) ACC. 1 MM DISTANCE CODE HORTH i WEST S 1 H M Sec^ (km)! MAG. 1 9 1 INT. mi [km] DMG 33. 00001 117 .-30001 11/22/180012130 0, 0 0 0! 6 501 0 330 i XX 9 IC 1-i. 7) MGI 33. 00001 117.0000103/21/18561 730 0. 0 0 01 5 00! 0. 048 1 VX 17 IC 27 4) MGI 32 30001 117.10001 05/25/18031 0 0 0'. 0 0.01 5. 001 0. 029 1 V 24 2C 39. 0") DMG 32. 70001 117.2000IOS/27/1S52I20 0 0 0 0.0 5. 90 0 050 1 VI 29 5C 47 6) 32. 67001 117.1700110/21/18621 0 0 0 0 0.0 5.00 0 02G \ XV 31. 5C 51 3) T~A 32 67001 117 1700112/00/13561 0 0 0. 0 0.0 5. 00 0.020 1 IV 31 SC 51. 3) T-A 32 57001 117.1700105/24/18551 0 0 0 0 0.0 5. 00 0 020 1 IV 31 9C 51 3) DMG 33. 20001 116.7000101/01/19201 235 0 0 0.0 5. 00 0 019 ' IV 32. 4C 52 13 DMG 32 80001 116.80001 10/23/:894! 23 3 0 0 0,0 5 70 0 033 : V 34 5C 55 7) PAS 32 9710 117 8700107/13/19851 1347 8 2 5 0 5 30 0 021 IV 37 3C 50 0) MGI 33 2000 i 116 60001 10/12/1920 1748 0 0 0 0 5 30 0 020 • XV 38 IC bl 3) DMG 33 7000 117 4000! 05/15/1910 1547 0 0 0.0 6 00 0 034 V 40 5( 55 2) DMG 33 7000 117.4000105/13/1910 520 0 0 0.0 5 00 0 014 IV 40 51 55 2) OMG 33 7000 117 4000104/11/1910 757 0 0 0 0 5 00 0 014 IV 40 5C 65 2) DMG 33 6990 117.5110(05/31/1938 83455 4 10,0 5 50 0 021 IV 42 2C 68 0) DMG 33 7100 115.9250 09/23/1963 14^152 5 16 5 5 00 0 .012 XIX 44 5C 71 6) DMG 33 7500 117.0000 04/21/1918 223225 0 0.0 6 80 0 059 vx 45 5C 73 2) DMG 33 7500 117 0000 05/06/1918 2232 0 0, 0.0 5 00 0 012 III 45 5C 73 2) GSP 33 5290 116 5720 06/12/2005 IS^146 5 14.0 5 20 0 013 IXI 48 IC 77 5) DMG 33 0000 116.4330 06/04/1940 1035 S 3 0 0 5 10 0 012 1X1 48 3C 77 7) DMG 33 8000 117 0000 12/25/1899 122 S 0 0 0.0 6 40 0 037 V 48 7C 78 4) PAS 33 5010 115 5130 02/25/1980 104738 5 13.6 5 50 0 016 IV 49 9C SO 4) GSP 33 5080 116-5140 10/33/2001 075616 5 15.0 5 10 0 .011 1X1 50 IC 80 81 7) DMG 33 .5000 116 5000 09/30/1915 211 0 .0 0.0 5 00 0 .010 III ; 50 sr 80 81 3) MGX 33 8000 117 6000 ov22/ms 2115 0 0 0 0 5 00 0 .010 III ! 50 6C 81 5:1 DMG 33 5750 117.9830 03/11/1933 518 4 0 0.0 5 20 0 .011 III 1 52 ^C 84 85 1) DMG 33.6170 li;.9670 03/11/1933 154 7 .8 0 0 6 30 0 .030 V 1 53 3C 84 85 .S) DMG 33 .9000 117 2000 3 2/19/1880 0 0 0 0 0.0 6 .00 0 023 IV 1 53 5C 86 87 1) DMG 33 3430 116-3460 04/28/1969 232042 9 20.0 5 .80 : 0 .018 XV 1 54 5C 86 87 7) DMG 33 .5170 118.0170 03/1V1933 19 150 .0 0 0 5 .10 i 0 010 III i SS 6C 89 4l DMG 33 4000 116.3000 02/09/1890 12 6 0 .0 0 0 5 .30 ! 0 .026 V 1 58 .2C 93 .6) DMG 33 .6830 118.0500 03/11/1933 658 3 0 0 0 5 .501 0 .012 JXI 1 59 9C 96 4) DMG 34 .0000 117 2500 07/23/1923 73026 .0 0 0 6 .25 1 0 024 XV 1 60 3C 97 .1) OMG 133 .4080 115 2610 03/25/1937 1649 1 .8 10 0 6 .00 1 0 019 IV 1 60 5C 97 .4) DMG DMG 133 2000 115 2000 05/28/1892 1115 0 .0 0 0 6 .30 1 0 .024 : V i 51 98 .3) DMG DMG 133 7000 lis 0670 05/11/1933 51022 0 0.0 .10 1 0 .008 i TXX \ 61 -4C 98 98 .8) OMG !33 7000 118 0570 03/11/1933 8545/ .0 0.0 5 .10 ! 0 008 1 III 1 61 -^C 98 98 .8; DMG 133 .9500 116 8500 09/28/1946 719 9 .0 0.0 5 .00 i 0 .007 1 IX ] 61 4C 93 .8) MGI 134 .0000 317-5000 12/16/1858 10 0 0 .0 0.0 7 .00 i 0 .OAS 1 VX 1 62 OC 99 •7) ^-ri'-V •(-•a ---. iii; is 'T-r ^ -END OF SEARCH- 39 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA TIME PERIOD OF SEARCH 1800 TO 2007 LEiJGTH CF SEARCH TIME ^08 years page 2 WO 5543-A-SC Plate C-5 5543.OUT THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 9 1 MILES C14.7 kra) AWAY LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS. 7.0 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH" 0 330 g COEFFICIENTS FOR GUTENBERG & PICHTER RECURRENCE RELATION, a-value- 0 551 b-va1ue= 0.292 beta-value= 0.572 TABLE OF MAGNITUDES AND EXCEEDANCES• Earthquake Magnitude Number of Times Exceeded CumulatTv^ No. / Year 4.0 4.5 39 39 39 17 11 3 1 0.1S841 0 18841 0 18841 0 0S213 0.05314 0 01449 0-004S3 Page 3 WO 5543-A-SC Plate C-6 ctl > c o m 3 > £ E O BOYS AND GiRLS CLUB OF CARLSBAD 100 10 .1 ,01 .001 •^^r^^^^'gji;^ ^^0^^^^ 11. 3.S 4.0 4.5 5 0 5 5 6 0 6.5 7.0 7 5 Magnitude (M) 8 5 9.0 WO 5543-A-SC Plate C-7 BOYS AND GIRLS CLUB OF CARLSBAD -300 -20Q -100 0 WO 5543-A-SC Plate C"8 o cn w i > i CO O 12 0) O I CAMP aeOZ (1997Rev)SR2 0.00 0.25 0.50 0.75 1 Acceleration (g) .25 .50 100 90 80 70 60 XX 2 50 a l> a « 40 u ^ 30 20 10 0 CAMP & BOZ. (1997 Rev ) SR 2 25 yrs SQ yrs 75 yrs -ffi - 1 - - 1 \ w \ \ TV 1 ( 1 1 . 1 4, ( 1 X 1 ^ ! , , f .00 0. 25 0.50 0. 75 1. 00 1. 25 1. 50 100 yrs Acceleration (g) WO 5543-A-SC Plaie C-10 ASSOCIATES www schiffassociofes com Consulting Corrosion Bigmeers - Since 1959 Table 1 - Laboratory Tests on Soil Samples GeoSoils, Inc Boys and Girls Club Your m543-A-SQ SA UOl-lSSSLAB 17-Oct-07 Sample ID Resistivity as-received saturated pH Electrical Conductivity Chemical Analyses Units ohm-cm ohm-cm raS/cm Other Jests B-1 ,0-5' 12,800 680 76 0 38 Cations calcium Ca^^ mg/kg 31 magnesium mg/kg 40 sodmm mg/kg 324 potassium K'^ mg/kg 21 Anions carbonate CO,'-mg/kg 60 bicarbonate HCOs' • mg/kg 311 floiu"ide F'-mg/kg 18 chlonde 01'-mg/kg 1 0 sulfate SO4' rag/kg 345 phosphate PC/ mg/kg ND ammonium NH4'^ mg/kg ND nitrate NO3'' mg/kg 24 9 sulfide qua! na Redox mV na EJectncaJ conductivity in mjlJisiemens/cm and chenncal analysi'? were made on a 1 5 soil-to-water extract mg/kg = milligrams per kilo^am (parts per million) of dry soil Redox = oxidation-reduction potential m millivolts ND " not detected na ~ not analyzed 431 West Baseline Road ClaremonL CA 91711 Phone 909 626 0967 Fax 909 626 3316 Page 1 of GENERAL EARTHWORK AND GRADING GUIDELINES General These guideiines present genera! procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement ot fill, installatton of subdrams, and excavations The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict Evaluations performed by the consultant during the course of grading may result m new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report The contractor is responsible forthe satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications The project soil engineer and engmeenng geoiogist (geotechnical consultant), or their representatives, should provide observation and testing services, and geotechnical consultation dunng the duration of the project EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Pnor to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineenng geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomphshed as specified It is the responsibility of the contractor to assist the consultants and keep them appnsed of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the project engmeenng geologist and/or soil engineer prior to placing and fill It is the contractor's responsibility to notify the engmeenng geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with Arnencan Standard Testing Matenais test method ASTM designation D-1557 Random or representative field compaction tests should be performed m accordance with test methods ASTM designation D-1556, D-2937 or D-2922, and D-3017, at inten/als of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed These cntena would vary depending on the soil conditions and the size of the project The location and frequency of testing would be at the discretion of the geotechnical consultant Contractor's Responsibility All cleanng, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove ai! non-earth matenai considered unsatisfactory by the soil engineer. It IS the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork m accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans Sufficient watenng apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc , are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory Dunng construction, the contractor shall properly grade all surfaces to maintam good drainage and prevent ponding of water The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debns, and other deletenous matenai, should be removed and disposed of off-site These removals must be concluded prior to placing fill In-place existing fill, soil, alluvium, colluvium, or rock matenals, determined by the soil engineer or engmeenng geologist as bemg unsuitable, should be removed pnor to any fill placement Depending upon the soil conditions, these matenals may be reused as compacted fills Any matenals incorporated as part of the compacted fills should be approved by the soil engineer Any underground structures such as cesspools, cisterns, mining shafts tunnels, septic tanks, wells, pipelines, or other structures not located prior to gradmg, are to be removed or treated in a manner recommended by the soil engineer Soft dry, spongy, highly Boys and Gtris Ciub of Carlsbad File e \wp12\5S00\S541a uge Appendix E Page 2 fractured, or othenA^ise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelmes. Existing ground, which is determined to be satisfactory for support of the fills, should be scanfied to a mmimum depth of 6 to 8 inches, or as directed by the soil engmeer After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein If the scanfied zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the matenai m lifts restncted to about 6 to 8 inches m compacted thickness Existmg ground which is not satisfactory to support compacted fill should be overexcavated as required m the geotechnical report, or by the on-site soils engmeer and/or engineering geologist. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, or other uneven features, which would inhibit compaction as descnbed previously Where fills are to be placed on ground with slopes steeper than 5 1 (honzontal to vertical [h v]), the ground should be stepped or benched The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm matenai, and approved by the soil engmeer and/or engmeenng geologist In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm matenai, as designated by the geotechnical consultant As a general rule, unless specifically recommended otherwise by the soil engineer, the minimum width of fill keys should be approximately equal to Va the height of the slope Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable matenai Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet Pre-stnppmg may be considered for unsuitable matenals in excess of 4 feet in thickness Ail areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the soil engmeer and/or engineenng geologist pnor to placement of fill Fills may then be properiy placed and compacted until design grades (elevations) are attained Boys and Girls Club of Carisbad File e\wp12\5SO0\r)543a uge Appendix E Page 3 COMPACTED FILLS Any earth matenals imported or excavated on the property may be utilized m the fill provided that each matenai has been determined to be suitable by the soil engmeer These matenals should be free of roots, tree branches, other organic matter, or other deletenous matenals All unsuitable matenals should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill matenai. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact Oversized matenals defined as rock, or other irreducible matenais, with a maximum dimension greater than 12 mches, should not be buned or placed m fills unless the location of matenals and disposal methods are specifically approved by the soil engmeer. Oversized matenai should be taken offsite, or placed in accordance with recommendations of the soil engmeer m areas designated as suitable for rock disposal. Per the UBC/CBC, oversized matenai should not be placed withm 10 feet vertically of finish grade (elevation) or Within 20 feet honzontally of slope faces (any vanation will require prior approval from the governing agency) To facilitate future trenching, rock (or oversized matenai) should not be placed withm 10 feet from finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engmeer and/or the developer's representative If import matenai is required for grading, representative samples of the matenals to be utilized as compacted fill should be analyzed m the laboratory by the soil engineer to determine it's physical properties and suitability for use onsite If any matenai other than that previously tested is encountered during grading, an appropnate analysis of this matenai should be conducted by the soil engineer as soon as possible Approved fill matenai should be placed m areas prepared to receive fill in near honzontal layers, that when compacted, should not exceed about 6 to 8 mches in thickness The soil engmeer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness Each layer should be spread evenly and blended to attain uniformity of matenai and moisture suitable for compaction Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with dner matenai Moisture conditioning, blending, and mixing of the fill layer should continue until the fill matenals have a uniform moisture content at, or above, optimum moisture Boys and Girls Club of Carlsbad Appendix E File e \wpl2\G500\55'1.3a uge Page 4 After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent of the maximum density as determmed by ASTM test designation D-1557, or as otherwise recommended by the soil engineer Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained No additional fill shall be placed m an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer In general, per the UBC/CBC, fill slopes should be designed and constructed at a gradient of 2:1 (h v), or flatter Compaction of slopes should be accomplished by over-building a mmimum of 3 feet honzontally, and subsequently tnmming back to the design slope configuration Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed Special efforts may be necessary to attain the specified compaction m the fill slope zone Final slope shaping should be performed by tnmmmg and removing loose matenals with appropnate equipment A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2 1 (h v), pnor approval from the governing agency, specific matenai types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction m the outer 10 feet of each lift of fill by undertaking the followmg T An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (honzontal) parallel to the slopes continuously as fill is placed The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2 Loose fill should not be spilled out over the face of the slope as each lift is compacted Any loose fill spilled over a previously completed slope face should be tnmmed off or be subject to re-rolling 3 Field compaction tests will be made in the outer (honzontal) ±2 to ±8 feet of the slope at appropnate vertical intervals, subsequent to compaction operations 4 After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face Subsequent to testing to evaluate compaction, the slopes should be gndTOlled to Boys and Girls Club of Carisbad Appendix E Rle e \v/p12\[)500\55 "-Sa uge Page 5 achieve compaction to the slope face Fmal testing should be used to evaluate compaction after gnd rolling 5 Where testing indicates iess than adequate compaction, the contractor will be responsible to np, water, mix, and recompact the slope materia! as necessary to achieve compaction Additional testing should be performed to evaluate compaction 6 Erosion control and dramage devices should be designed by the project civil engineer m compliance with ordinances of the controlling governmental agencies, and/or m accordance with the recommendation of the sosi engineer or engineering geologist SUBDRAIN INSTALLATION Subdrams should be mstalled in approved ground m accordance with the approximate alignment and details indicated by the geotechnica! consultant Subdrain locations or matenals should not be changed or modified without approval of the geotechnical consultant The soil engineer and/or engineenng geologist may recommend and direct changes in subdrain line, grade, and drain matenai m the fietd, pendmg exposed conditions. The location of constructed subdrams, especially the outlets, should be recorded by the project civil engineer EXCAVATIONS Excavations and cut slopes should be examined dunng grading by the engineering geologist If directed by the engmeenng geologist, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be obsen/ed by the engineenng geologist pnor to placement of matenals for construction of the fill portion of the slope The engineenng geologist should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence If, dunng the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the engmeenng geologist and soil engmeer should investigate, evaluate, and make appropnate recommendations for mitigation of these conditions The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineenng geologist, whether anticipated or not Boys and Girls Club of Carisbad Appendix B Flic e \wp12\5500\5543a uge PciQe 6 Unless otherwise specified m soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies Additionally, short-term stability of temporary cut slopes is the contractor's responsibility Erosion control and drainage devices should be designed by the project civil engmeer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or m accordance with the recommendations of the soil engmeer or engineenng geologist COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted dunng the gradmg operations m order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications After completion of gradmg, and after the soil engineer and engineenng geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies No further excavation or filling should be undertaken without pnor notification of the soil engineer and/or engineenng geologist Ail finished cut and till slopes should be protected from erosion and/or be planted m accordance with the project specifications and/or as recommended by a landscape ai chitect Such protection and/or planning should be undertaken as soon as practical after completion of grading JOB SAFETY General At GSi, getting the job done safely is of pnmary concern The following is the company's safety considerations for use by all emptoyees on multi-employer construction sites On-ground personnel are at highest nsk of injury, and possible fatality, on grading and construction projects GSI recognizes that construction activities will vary on each site, and that site safety is the pnme responsibility of the contractor, however, everyone must be safety conscious and responsible at all times To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. In an effort to minimize risks assocsated w^th geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects Boys and Girls Club of Carlsbad Appendix E File B \\vpi2\5500\554.3a uge Page 7 Safety Meetings: GSI field personnel are directed to attend contractor's regularty scheduled and documented safety meetings. Safety Vests: Safety Flags: Flashing Lights- Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working m the field Two safety flags are provided to GSI field technicians, one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits Al! vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle dunng all field testing While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated In the event lhat the contractor's representative observes any of our personnel not foiiowing the above, we request that it be brought to the attention of our office Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A pnmary concern should be the technician's safety Efforts will be made to coordinate locations with the grading contractor's authonzed representative, and to select locations followmg or behind the established traffic pattern, preferably outside of current traffic The contractor's authonzed representative (supervisor, grade checker, dump man, operator, etc) should direct excavation of the pit and safety dunng the test penod. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill Test pits should be excavated so thai the spoil pile is placed away from oncoming traffic, whenever possible The technician's vehicle is to be placed next to the test pit, opposite the spoil pile This necessitates the fill be maintained in a drtveable condition. Alternatively, the contractor may wish to park a piece of equipment m front of the test holes, particularty in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits No grading equipment should enter this zone dunng the testing procedure The zone should extend approximately 50 feet outward from the center of the test pit This zone is established for safely and to avoid excessive ground vibration, which typically decreases test results When taking slope tests, the technician should park the vehicle directly above or below the test location if this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e g , 50 feet) away from the slope dunng this testing. Boys and Giris Club of Carisbad Flip e \wp12\5500\5543a uge Appendix E Page 8 The technician is directed to withdraw from the active portion of the fill as soon as possible followmg testing The technician's vehicle should be parked at the penmeter of the fill in a highly visible location, well away from the equipment traffic pattern The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor The grading contractor's representative will be contacted in an effort to affect a solution However, in the intenm, no further testing will be performed until the situation is rectified Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bnng this to the technician's attention and notify this office Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged m order to implement the above safety plan Trench and Vertical Excavation ff IS the contractor's responsibility to provide safe access into trenches where compaction testing is needed Our personnel are directed not to enter any excavation or vertical cut which 1) IS 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debns which could fall into the trench, or3) displays any other evidence of any unsafe conditions regardless of depth All trench excavations or vertical cuts m excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided m accordance with CAL-OSHA and/or state and local standards Our personnel are directed not to enter any trench by being lowered or "nding down" on the equipment If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor The contractor's representative will be contacted in an effort to affect a solution All backfill nottested dueto safety concerns or other reasons could be subjectto reprocessmg and/or removal ff GSI personnel become aware ot anyone workmg beneath an unsafe trench wall or vertical excavation, we have a legal obligaffon to put the contractor and owner/developer on notice to immediately correct the situation If conective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper controlling authorities Boys and Girls Club of Carlsbad Appendix E File e \wpiz\5500\55'l3a uge Page 9 TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL 4" MINIMUM PIPE 2" MINIMUM A" MINIMUM PIPE r" > m fTl o i (jr\ 2' MINIMUM FILTER MATERIAL MINIMUM OF FIVE Ft^/LINEAR Ft OF PlPF OR FOUR Ft^aiNEAR Ft OF PIPE WHEN PLACED IN SQUARE CUT TRENCH. ALTERNATIVE IN LIEU QF FILTER MATERIAL. GRAVEL MAY BE ENCASED IN APPROVED FILTER FABRIC FILTER FABRIC SHALL BE MIRAFI UO OR EQUIVALENT FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12' ON ALL JOINTS MINIMUM I.- DIAMETER PIPE ABS-ASTM D-2751, SDR 35 OR ASTM D-1527 SCHEDULE iO PVC-ASTM O-3034, SDR 35 OR ASTM D~1785 SCHEDULE iO WITH A CRUSHING STRENGTH OF 1.0Q0 POUNDS MINIMUM. AND A MINIMUM OF a UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE PROVIDE CAP AT UPSTREAM END OF PIPE SLOPE AT 2% TO OUTLET PIPE. OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE V^^ITH TEE OR ELBOW NOTE 1 TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL. 2 BACKDRAINS AND LATERAL DRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE LOWER LOT GRADE ADDITIONAL DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST FILTER MATERIAL SHALL BE QF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT SIEVE SIZE PERCENT PASSING 1 INCH 100 3/i INCH 90-100 3/8 INCH ^0-100 NO. i 25~i0 NO 8 18-33 NO 30 5-15 NO. 50 0-7 NO 200 0-3 GRAVEL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT SIEVE SIZE PERCENT PASSING 1 1/2 INCH 100 NO. U 50 NO. 200 8 SAND EQUIVALENT MINIMUM OF 50 RECONSTRUCT COMPACTED FILL SLOPE AT 2 1 OR FLATTER (MAY INCREASE OR DECREASE PAD AREAl OVEREXCAVATE AND RECOMPACT REPLACEMENT FILL AVOID AND/OR CLEAN UP SPILLAGE OF MATERIALS ON THE NATURAL SLOPE 3'MINIMUM BLANKET FILL BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING r" m m Q NOTE- 1 SUBDRAIN AND KEY WIDTH REQUIREMENTS WILL BE DETERMINED BASED ON EXPOSED SUBSURFACE CONDITiONS AND THICKNESS OF OVERBURDEN 2, PAD OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY THE SOILS ENGINEER AND/OR THE ENGINEERING GEOLOGIST. o CUT LOT (MATERIAL TYPE TRANSITION) NATURAL GRADE OVEREXCAVATE AND RECOMPACT COMPACTED FILL —. , 'MW^^^^^y^^^^ MINIMUM* ^ UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING CUT-FILL LOT (DAYLIGHT TRANSITION) PAD GRADE NATURAL GRADE -^c^ 3^^,,^ OV E R EX CAVATE AND RECOMPACT y^^^^'^xVV^/x^W 3 • MINIMUM* y, UNWEATHERED BEDROCK OR APPROVED MATERIAL /// TYPICAL BENCHING NOTE *DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS, PLATE EG-11 SIDE VIEW TEST PIT I NOT TO SCALE } FEET APf^ROXIMATE CENTER TEST PJT NOT TO SCALE Geotechnical • Coastal • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • F/VX (760) 931-0915 March 14, 2008 W.O 5543-A1-SC Boys and Girls Club of Carlsbad PO Box 913 Carlsbad, Cartsbad 92018 Attention Mr Ron Siopiora Subject Geotechnical Response to Plan Check Comments, Boys and Girls Club, Northwest Corner of Paradise Road and Bressi Ranch Way, Carlsbad, San Diego County, California Dear Mr Siopiora In accordance with your request and authonzation, GeoSoils, Inc (GSI) is providing this geotechnical response to plan check comments dated February 15, 2008, and prepared by Mr. Abe Doliente of EsGil Corporation (EsGil, 2008 [see the Appendix]) In order to complete our response, the scope of services provided by GSI included: 1) a bnef review of the referenced report by GSI (2007), 2) a review of the foundation plans, notes, and details prepared by Waddell and Associates, Inc (WAI, 2008), 3) a review of the precise grading plans, notes, and all details; 4) analysis of data, and, 5) the preparation of this response letter Unless specifically superceded herein, the conclusions and recommendations previously provided in GSI (2007) are considered valid and applicable and should be appropriately implemented dunng project design and construction GEOTECHNiCAL RESPONSE TO ESGIL CORPORATION PLAN CHECK COMMENTS DATED FEBRUARY 15. 2008 For ease of review, the EsGil Corporation plan check comments are repeated below in bold, followed by GSI's response EsGil Corporation Plan Check Comment No. 28 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the plans. GSI Response to EsGil Corporation Plan Check Comment No 28 GSI has performed a geotechnical review of the foundation plans, notes, and details prepared by WAI (2008) and the precise grading plans, notes, and details prepared by O'Day Consultants, Inc (OCI, 2008). Our reviews are summanzed in the following sections GEOTECHNICAL REVIEW OF FOUNDATION PLANS. NOTES. AND DETAILS fWAL 2008) GSI has reviewed WAI (2008) for conformance with the geotechnical design criteria provided in GSI (2007) Based upon our review, WAI (2008) is in substantial accordance with the recommendations indicated in GSI (2007) from a geotechnical viewpoint, with exception of the following comments that need to be addressed • As indicated in GSI (2007), the water to cement ratio for structural concrete should be 0 50 This should be indicated on the post-tensioned slab foundation plans. It is our understanding that a post-tensioned slab will be used to mitigate the adverse effects of the highly expansive soils at the site in lieu of the earthwork mitigation provided in GSI (2007) As indicated on Pages 21 and 22 of GSI (2007), slab undertayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed per the Uniform Building Code/California Building Code ([UBC/CBC], International Conference ot Building Officials [ICBO], 1997 and 2001) and the manufacturer's recommendation The vapor retarder was to comply with the ASTM E-1745 - Class A or B criteria, and be installed in accordance with ACI 302 1 R-04 The 10- to 15-mil vapor retarder (ASTM E-1745 - Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations, i e ,pipe, ducting, rebar, etc The old recommendations were that the vapor retarder was to be placed directly on properly compacted subgrade soils with very low to low expansion potential, and it should be overlain by a 2-inch thick layer of washed sand (SE>30), Since earthwork mitigation for expansive soils is not proposed at this time, we anticipate that finish grade soils will be high in expansion potential Therefore, we now recommend that slab undertayment include 4 inches of washed pea gravel beneath the vapor retarder to break the capillary nse of moisture This is in addition to the 2 inches of washed sand to be placed between the concrete slab and vapor retarder Thus, the overall extenor foundation height ('H') should be 35 inches to accommodate 24 inches of foundation embedment, 6 inches of slab undertayment, and a 5-inch thick concrete slab Additionally, the intenor foundation height (T) should include the intenor foundation embedment, 6 inches of slab undertayment, and a 5-inch thick concrete slab In addition to GSI (2007), this letter should be referenced on WAI (2008) Boys and Girls Club of Cartsbad W O 5543-A1-SC NWC Paradise Rd & Bressi Ranch Way March 14, 2008 File e \wp9\5543\5543al grt Page 2 GeoSoils, Inc. The following IBC Seismic Design Parameters have been provided below in case the 2007 California Building Code is adopted by the City of Cartsbad prior to the City's final approval of the project IBC SEISMIC DESIGN PARAMETERS The table below summanzes the site-specific design criteria obtained from the 2007 California Building Code ([CBC], California Building Standards Commission [CBSC], and based on the International Building Code [IBC], International Code Council, Inc [ICCl], 2006), Chapter 16 Structural Design, Section 1613, Earthquake Loads, and may supercede the information presented previously in GSI (2007). We used the computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the U.S.G S The short spectral response uses a penod of 0 2 seconds ' ^ PARAMETER VALUE IBC-06 REFERENCE Site Class C Table 1613 5 2 Spectral Response - {0 2 sec), 1 iig Figure 1613 5(3) Spectral Response - (1 sec), S, 0 42g Figure 1613 5(4) Site Coefficient, 1 0 Table 1613 5 3(1) Site Coefficient, F^ 1 38 Table 1613 5 3(2) Maximum Considered Earthquake Spectral Response Acceleration (0 2 sec), S^s 11ig Section 1613 5 3 {Eqn 16-37) Maximum Considered Earthquake Spectral Response Acceleration (1 sec), S^i 0 58g Section 1613 5 3 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (0 2 sec), S^^ 0 74g Section 1613 5 4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), Sm 0 39g Section 1613 5 4 (Eqn 16-40) Conformance to the above cntena for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake The pnmary goal of seismic design is to protect life, not to eliminate all damage, since such design may not be economically feasible Cumulative effects of significant earthquakes are not part of the seismic code and the Client should include evaluation, maintenance, and repairs to improvements following any significant earthquake (>Mv^, 4 5, or greater) on site Boys and Girls Club of Carlsbad NWC Paradise Rd & Bressi Ranch Way File e \wp9\5543\5543a1 grt WO 5543-A1-SC March 14, 2008 Page 3 GeoSoils, Inc. GEOTECHNICAL REVIEW OF FOUNDATION PLANS. NOTES. AND DETAILS (OCI. 2008) GSI has reviewed OCI (2008) for conformance with the geotechnical design cntena provided in GSI (2007). Based upon our review, OCI (2008) is m substantial accordance with the recommendations indicated in GSI (2007) from a geotechnical viewpoint, with exception of the following comments, which need to be addressed • Grading Note No 36 on Sheet 1 of OCI (2008) references Leighton and Associates, Inc (L&AI [2004]) as a part of the grading plan This note should be revised to reference GSI (2007) and this letter since they supercede L&AI (2004) The "Soils Engineer's Certificate" on Sheet 1 of OCI (2008) will also require revision since GSI had no involvement with the project prior to 2007 • The proposed pavement section indicated in the Legend on Sheet 1 does not conform to the preliminary pavement design recommendations provided on Page 30 of GSI (2007) • It IS our understanding that the Client has elected to use a post-tensioned slab to accommodate the highly expansive soils and possible over-consolidated bedrock issues at the site As such concrete slab-on-grade floor underiayment will require an additional 4 inches of washed pea gravel placed between the vapor retarder and compacted slab subgrade matenai in order to break the capillary nse of moisture This IS in addition to the 2 inches of washed sand to be placed between the concrete slab and vapor retarder Our review of the pad grade/finished floor elevations on Sheet 2 of OCI (2008) indicates an inadequate elevation differential to accommodate a 5-inch thick concrete slab and 6 inches of slab underiayment The elevation differential should be increased to 0.92 feet and corrected on the plans and any applicable details • OCI (2008) indicates a cut/fill transition within the building pad area In order to provide uniform foundation support, overexcavation will be necessary Recommendations for overexcavation due to cut/fill transitions are provided on Page 15 of GSI (2007) This can be dealt with dunng grading • OCI (2008) indicates a proposed earthen swale along the northern and southern sides of the proposed building (approximately 2 feet away from the extenor building wails [closet point to top-of-swale]) and north of the proposed sidewalk along the northern side of the proposed building (less than 1 foot away from a proposed sidewalk [closet point to top-of-swale]) As recommended on Page 13 of GSi (2008) surface drainage should be accommodated through buned pipes m landscape/greenbelt areas in light of the expansive soil issues at the site Because of the expansive soil issues, there is potential for the building and sidewalk to expenence distress in these areas from the penodic shrinking and swelling of soils Boys and Girls Club of Carlsbad WO 5543-A1-SC NWC Paradise Rd & Bressi Ranch Way March 14, 2008 File e \wp9\5543\5543a1 grt Page 4 GeoSoihf Inc. as well as creep forces over the lifetime of the project This potential should be disclosed to ali interested/affected parties At a minimum, penmeter wail foundations, located 5 feet or less from the top of an earthen swale, should be deepened by an additional 6 inches If the earthen swales are for bioretention, OCI should provide a cross sectional detail through the swaie for GSi review The proposed sidewalk along the northern and eastern sides of the proposed building does not indicate control joints As recommended on Page 29 of GSI (2007) control joints should be provided at intervals of every 6 feet for sidewalks or narrow slabs The sidewalks should be separated from the foundations and sidewalks with expansion joint filler matenai It is unknown whether the proposed planter wail along the western side of the proposed building is tied to the structure OCI (2008) refers the reviewer to the architectural drawings for wall details The architectural drawings for the project have not been provided for GSI review, and should be provided As indicated in Note 7 on Page 29 of GSI (2007), we do not recommend that walls be tied to the structure The PCC pavement section forthe proposed trash enclosure should be minimally designed in accordance with the City of Carlsbad Standard Details. LIMITATIONS Inasmuch as our study is based upon our review and engineenng analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given Standards of practice are subject to change with time GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been property implemented Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place In addition, this report may be subject to review by the controlling authorities Thus, this report bnngs to completion our scope of services for this portion of the project. Boys and Giris Club of Carlsbad W O 5543-A NWC Paradise Rd & Bressi Ranch Way March 14, 2008 File e \wp9\5543\5543a1 grt Page 5 GeoSoils, Inc. The opportunity to be of service is greatly appreciated If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact the undersigned Respectfully submitted, GeoSoils, Inc. Ryan B Boehmer Staff Geologist David W Skelly Civil Engineer, RCE ohn P. F Engineenng Geologi RB/DWS/JPF/jk Attachment Appendix - References Distribution: (2) Addressee (1) Waddell and Associates, Inc , Attention Mr. Ian R Waddell (1) O'day Consultants, Inc , Attention Mr John Strohminger (1) EsGil Corporation, Attention Mr Abe Doliente (1) Dahlin Group, Attention Ms Genie Gaudette Boys and Girls Club of Carlsbad NWC Paradise Rd & Bressi Ranch Way File e \wp9\5543\5543a1 grt WO 5543-A1-SC March 14, 2008 Page 6 GeoSoils, Inc. APPENDIX REFERENCES ACI Committee 302,2004, Guide for concrete floor and slab construction, ACI 302 1 R-04, dated June ASTM E 1745-97, 2004, Standard specification for water vapor retarders used in contact with soil or granular fill under concrete slabs California Building Standards Commission, 2007, California building code EsGi! Corporation, 2008, Plan check comments, Boys and Girls Club of Carlsbad, 2810 Bressi Ranch Way, Plan check no 072509, dated February 15 GeoSoils, Inc, 2007, Update geotechnical evaluation, Boys and Girls Club, Northwest corner of Paradise Road and Bressi Ranch Way, Carlsbad, San Diego County, California, W O. 5543-A-SC, dated November 6 International Code Council, Inc, 2006, International building code and international residential code. Country Club Hills, Illinois, IRC and IBC International Conference of Building Officials, 2007, California building code, California code of regulations title 24, part 2, volume 2 of 2 , 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2 , 1997, Uniform Building Code. Whittier, California, international conference of buildmg officials. Volumes 1, 2, and 3 especially Chapter 16, Structural Forces (earthquake provisions), Chapter 18, Foundations and Retaining Walls, and Chapter A-33, Excavation and Grading Leighton and Associates, Inc , 2007, Geotechnical preliminary investigation, Bressi Ranch Village Center, a portion of Planning Area PA-15, Cartsbad, California, Project No 971009-047, dated January 25, 2007 , 2004a, As-graded geotechnical map. Planning Areas PA-13 through PA-15, Bressi Ranch, Cartsbad, California, Plate 2, 40-scale, Project No 971009-014, dated September 17 , 2004b, As-graded report of fine grading, Community park in Planning Area OS-2, village square and the welcome home center in Planning Area PA-15, and the park site in Planning Area PA-10, Bressi Ranch, [Carlsbad,] California, Project no 971009-027, dated November 4 GeoSoils, Inc. O'day Consultants, Inc , 2008, Precise grading plans for Boys and Girls Club, 3 sheets, 20-scale, City of Carlsbad project no. C U.P 06-08, City of Carlsbad drawing no 454-7A, Job no. 05-1154, dated January Waddell and Associates, Inc , 2008, Post-tension plans, details, and notes for. Boys and Girls Clubs of Carlsbad, Bressi Ranch in Carlsbad, CA, Sheets PTD, PTI, PTIA, and PTIB, Scale y4-inch = 1 foot, Job no B&GC, dated February 2. Boys and Girls Club of Carlsbad Appendix File e wp9\5500\5543a1 grt Page 2 GeoSoils, Inc. COMMUNITY FACILITIES DISTRICT NO. 1 NON-RESIDENTIAL CERTIFICATE NON-RESIDENTIAL LAND OWNER, PLEASE READ THIS OPTION CAREFULLY AND BE SURE YOU THOROUGHLY UNDERSTAND BEFORE SIGNING THE OPTION YOU CHOSE WILL AFFECT YOUR PAYMENT OF THE DEVELOPED SPECIAL TAX ASSESSED ON YOUR PROPERTY THIS OPTION IS AVAILABLE ONLY AT THE TIME OF THE FIRST BUILDING PERMIT ISSUANCE PROPERTY OWNER SIGNATURE IS REQUIRED BEFORE SIGNING YOUR SIGNATURE IS CONFIRMING THE ACCURACY OF ALL INFORMATION SHOWN BOYS a GIRLS CLUBS OF CARLSBAD NAME OF OWNER TELEPHONE POBOX 913 ADDRESS 2730 BRESSI RANCH WAY PROJECT ADDRESS CARLSBAD CA 92018 CITY. STATE 213 191 07 00 ZIP CARLSBAD, CA 92009 CITY, STATE ZIP ASSESSOR PARCEL NUMBER(S) OR APN(S) AND LOT NUMBERS(S) IF NOT YET SUBDIVIDED BY COUNTY ASSESSOR CB072509 BUILDING PERMIT NUMBER(S) As CITED BY ORDINANCE No NS-155 AND ADOPTED BY THE CITY OF CARLSBAD. CALIFORNIA, THE CITY IS AUTHORIZED TO LEVY A SPECIAL TAX IN COMMUNITY FACILITIES DISTRICT NO 1 ALL NON-RESIDENTIAL PROPERTY, UPON THE ISSUANCE OF A BUILDING PERMIT, SHALL HAVE THE OPTION TO (1) PAY THE SPECIAL DEVELOPMENT TAX ONE TIME OR (2) ASSUME THE ANNUAL SPECIAL TAX - DEVELOPED PROPERTY FOR A PERIOD NOT TO EXCEED TWENTY- FIVE (25) YEARS PLEASE INDICATE YOUR CHOICE BY INITiALIZING THE APPROPRIATE LINE BELOW OPTION (1) OPTION (2) I ELECT TO PAY THE SPECIAL TAX - ONE TIME NOW. AS A ONE-TIME PAYMENT AMOUNT OF ONE-TIME SPECIAL TAX: $ 16,365.36 OWNER'S INITIALS I ELECT TO PAY THE SPECIAL DEVELOPMENT TAX ANNUALLY FOR A PERIOD NOT TO EXCEED TWENTY-FIVE (25) YEARS MAXIMUM ANNUAL SPECIAL TAX. $ 2.260.00 OWNER'S INITIALS \}JPr I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OV/NER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITbbTHE PROVISION AS STATED ABOVE SiGr^?>fpORl OF pRi^PERTY OWNER David Woidhio PRINT NAME TITLE DATE THE CITY OF CARLSBAD HAS NOT INDEPENDENTLY VERIFIED THE INFORMATION SHOWN ABOVE THEREFORE WE ACCEPT NO RESPONSIBILITY AS TO THE ACCURACY OR COMPLETENESS OF THIS INFORMATION LAND USE, FY, FACTORAOC 3/03 ,8783 X SQUARE FT 18,633=16,365.36 , SEP-i5-2008 non 31 Pn CITY OF CARSLBftD FAX NO. 760 602 8558 P, 02 CQXOl City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant and the appropnate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification Of Applicant Information Boys & Girls Club ofCarlsbad CB072509 2730 Brass Ranch Way 01 213-191-OMe- Bressi Gardon Lane, LLC Assembly Commercial New Dwellinc] Unit(s) Square Feet of Living Area m New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area 18,633 Net Square Feet New Area Date SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 0 Carlsbad Umnc-d School Diitnct 6225 hi Camino Real Carhbttd CA 92009 (331 5(1001 [I] VUta Unified School Dislncl 1234 Arcadiii Drive VisiiCA 92083 (726-2170) Q San Marcos Unified School District 215 Maitt Way !)an Marco, CA 92069 (290-2619) Contaci Nancy Dolce (By Appt Only) Q Eniinitflt UniQii School Dlsirtct 101 South nancho Santu Fc Rd £nc)niwi, CA WOIJ (944-4300 ext 11)6) r~l San Di«i;uito Union High School Diitnct 710 Enciniln) Blvd Cncimias. CA 92024 (753-6491) Cerlificaiion ot Applicani/Owners The person execulintj this declaration ('OwneO certifies under penally of perjury lhat (i) lhe informalion provided above JS correct and true to the best of the Owner's knowledge and lhal the Owner will file an amended cenilicaiion of paymenl and pay the additional fee if Owner requests an increase in the number of dwelling units or squa'e footage after the building permil is issued or if the inilnl determination o( umis or square footage is found to be incorrect and itial (2) the Owner is the owner/developer of the ^bove descnbed project(6), or that the person executing this declaration is aulhorized to sign on behgilfof<he Owner Signaiure Date . SEP-!5-2006 imiiMTiTiTgniin^^^B 11 • 111 ii i mmm i •• u IJJ Ph CITY OF CflRSLBAD FAX NO. 760 602 8558 P. 03 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 SCHOOL DISTRICT The undersigned, being duly authonzed 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 issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT WALTER FREEMAN ASSISTANT SUFHRINTENDENT DATE CARLSBAD UNIFIED SCHOOL DISTOICT 6225 EL CAMINO REAL — CARLSBAD, CA 92009 PHONE NUMBER PAYTO-THE ORDER 0F_ Carlsbad Unified^SctiooLDistrictF^W^^-..' ^ ' ' SevenThousand Eiahf Huridred^TwentVrEive and^ee/IGOTV*"********************"***** $ - - .DOLLARS Carlsbad Unified'School District 6225 El Camino Real Carlsbad. Ca 92009 MEMO BOYS & GIRLS CLUB OF CARLSBAD Carlsbad Unified School Distnct Date Type Reference 9/18/2008 Bill Original Amt 7,825 86 9/18/2008 Balance Due Discount 7,825 86 Check Amount 206: Payment 7,825 86 7.825 86 TV - Economy Plus #1 ( I CARLSBAD HIGH SCHOOL \ '~\CARLSBAD VILLAGEACADEf^Y I I VALLEY MIDDLE SCHOOL [ IBUENA VISTA SCHOOL RECEIVED FROM (If Applicable) PARENT OF PAYMENT FOR 7.825 86 Receipt No ( I MAGNOLIA ELEMENTARY | | AVIARA OAKS MIDDLE SCHOOL j "" 1 CALAVERA HILLS SCHOOL \ j PACIFIC RIM r\ "7 r\ O •! [ \KELLEY SCHOOL \ \ CALAVERA HILLS MIDDLE SCHOOL ^ 1 U 0 ^ ,^ ACCOUNT NUMBER ()-AMOUNT RECEIVED BY CASH CHECK , P^O (^3 TOTAL s7^2-.T-g'i^ OCT-30-2007 TUE (KMS PM CITV OF CARSLBflD FAK KO. 760 602 6558 P. 02 City of Carlsbad Ptwmblng - ElBtlritwi - Mechanical WorfehtK* Project Addreit: 27B0 Brait) Ranch Way Permit No.i CSOTaso^ Inffirniatfort proivlded bthsw rofert to uiorfa tottitvg dorre on the obDua mentiiined pormlt onV< This form must bs complelod and rdturne[l fo the Bulttflng Deparrment bafore the permit COR be istuod. Building Pept Fox: C76Q) 602-fiS5a Number of new or relocated fixture*, traps, or floor drains y New building sewer line? Ves \/ No Number of new roof drains?« „..,«„.. ^ „ j InJtoll/alter water Ifne? Yes Number of now ^woter heaters? „ Number of new, relocated or replaced gw outlets? —„ 0 Number of neu? hose bibs? „„ — « ^ 0 Upgrode existing panai? .—, „ Vej No From ^AmpJ to Amos Number of new panels or iybpaneU7.H.».^„„.„.„.«M>*.^»«w,v»..M«.**t»....».»....»»»».»..«.. ^ Sfngle Phase Number of new amperet 0 Three Phase ,. Number of new omoerei fcOQ Three Phase 460 —„ «.„—„ Number of r^ew omperes 0^ Remodel (relocctte existing outlets/iwitchoj or odd outtets/swttchej)? y Yei No {/ Number of new fumaces, A/C, or heat pumpi?., , ^ New or relocated duct worh? , , Ves j/ No Number of new fireplaces?-*,. „ „ „ ,^ ^, Number of new exhaust fom?.,» „^ „ „ ^ Relocate/tnstall v/enl?Mmm..«M ,.„™.MVU>.„« ,..,.«.«......„.„ „ ^ Number of new enhaust hoods? « « Number of new bolter* or compreswrj? „„ Number of HP 0 City of Carlsbad Building Department Febiuary 7, 2008 FILE .COW. MS KELLY MORRISON POP CHIEF PROFESSIONA OFFICER BOYS & GIRLS CLUB OF CARLSBAD POBOX 913 CARLSBADCA 92018 Deal Ms Pop I have leviewed your request for exemption from the Public Facilities fee and I am APPROVING It based on your status as a nonprofit coiporation, Tax I D 95-2131503 If you have any further questions I can be leached at 760-602-2721 Smceiely, MIKE PETERSON Development Seivice Managei C nitildriiti Pi,iiiii( I (I mp jh 1635 Faraday Avenue^ Carlsbad, CA 92008-7314 • (760) 602-2700 • FAX (760) 602-8560 @ BOYS & GIRLS CLUBS OF CARLSBAD January 29, 2008 Mr Mike Peterson Development Services Manager City of Carlsbad 1635 Faraday Avenue Carlsbad, California 92008 Dear Mr Peterson Please accept this letter as our request for an exemption from the Public Facilities Fee, as per our status as a 501 (c) 3 nonprofit corporation, tax I D number 95-2131503 Boys & Girls Clubs of Carlsbad has been serving our community's youth since 1952, the same year the City of Carlsbad was incorporated Known as "The Positive Place For Kids," the Clubs provide guidance-onented character development programs on a daily basis Core programs emphasize character and leadership, education and career, health and life skills, the arts, and sports, fitness and recreation We appreciate your consideration, and look forward to hearing your dec;G!cn Sincerely, i Executivo Board David Kulchin President Palnck Casinelli Past President LIZ Games Rich Goldman John Harelson Ash Ibrahim Bill Lai^n Richard Macgum Luke Matleson Board of Directors Kenneth Ames Katie Anderson Sean Barrett Dawn Blaciibum Valerie Bowman Justin Burnette Jerry Carter Scott Chdioerg Frank Cowell Tony Dajsilio Farrah Douglas Josh Gates Colby Geller Tamara Gonzalez Scott Grugel Tanya Hutchison Jessica Jones Jason La brum Kay Matherly Alyssa Uercier Jim Morrison Eleanor Murrell Bailey Nohle Guy Oliver Peter Panzeau Robert Rivas Gordon Schmidt Becky Smith Chuck Smith James Strayer Viola Wheel lha n Honorary Board Greg Nelson Corporate Partners Aegis Electronic Group Inc Astec America Inc Brookfield Homes Carlsbad Premium Outlets Crestone Group Baking Co Lennar Communities Pa elec Communications Retirement Solutions Inc Sunset Coast Capital TaylorMade-adidas Golf Co The Corky McMillin Co T'-e Wasoem~o" ^j^,-f'2'>o Viking Commercial Constnjction Wells Fargo Pnvale Client Services Westfield Plaza Camino Real Window Scenes Chief Professional Officer Kelly Mornson Pop Kelly Mornssn Pop Chief Professional Officer Soys & Girls Clubs of Carlsbad's mission is to provide activities and experiences that enrich the lives of young people, inspiring and enabling them to reach their full potential P O Box 913, Carlsbad, CA 92018 www bgccarlsbad org (760) 729-0207 Phone {760) 729-2279 Fax CB072509 2730 BRESSI RANCH WY BOYS & GtRLS ,6,775 SF GYM. 7642 SF ACTIV,3075_SF ADMIN.;1669SF_PATIO___ |. sjhjas i?s<^'L BUILDINQ -T4T4«7^g-PLANNING .^g Vf-f^ FIRE APPR/FORM HEALTH DEPT HAZMAT/AIR QUAL OTHER SEWER DISTR '^^t'M WORKSHEET ^^uCip^ SPEC INSP tyyiAvu^^ PLAN CORR fc-ENGCORR Kt«an.coRR •CORR 11-20-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR08137 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2730 BRESSI RANCH WY CBAD PCR 2131910700 Lot# 0 $0 00 Construction Type NEW CB072509 BOY'S & GIRLS CLUB-REVISE POST TENSION TO CONFORM TO EXISTING GEOTECH REPORT Status Applied Enteied By Plan Approved Issued Inspect Area ISSUED 11/10/2008 RMA 11/20/2008 11/20/2008 Applicant BOYS&GIRLS CLUBS OF CARLSBAD C/O RON SIPIORA P 0 80X913 CARLSBAD CA 92018 Owner BOYS&GIRLS CLUBS OF CARLSBAD C/O RON SIPIORA PO 80X913 CARLSBADCA 92018 Plan Check Revision Fee $120 00 Additional Fees $0 00 Total Fees $120 00 Total Payments To Date $120 00 Balance Due $0 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes ttie "Imposition' ol fees, dedications reservations or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the dale this permit was issued to protest imposition of these fees/exactions If you protest them you must follow lhe protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review, sel aside, void, or annul their imposition You are hereby FURTHER NOTIFIED thai your nght lo protest the specified fees/exaclions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this pro|ecl NOR DOES IT APPLY to any fees/exaclions of which vou have previously been given a NOTICE similar to this, or as to y^ihich the stalule_QtJimitations tias previpusiy otherw|$g expired City of Carlsbad Building Department Plan Check Revision No Project Address ^"V ^-o Contact ^^'K.^t^ss Address Original Plan Check No Date. General Scope of Work. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised ^Plans ]2 Calculations • Soils • Energy • Other 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets rcO^i^^ fck'jj^/rfOcc^^ PeOK^f> "To " 1 ' \?K\Vi> ^[Wi^h. M.L^ ^^ii\<^\'^^^ ft 5 Does this revision, in any way, alter the exterior of the project? • Yes 6 Does this revision add ANY new floor area(s)? O Yes ^^^No 7 Does this revision affect any fire related issues? • Yes No 8 Is this a complete set? • Yes No ^Signature 1635 Faraday Avenue, Carlsbad, CA 92008 JS^No Phone 760-602-2717 / 2718 / 2719 / 2721 Fax 760-602-8558 EsGil Corporation In (Partnership with (government for (BuiCdtng Safety DATE November 17, 2008 JURISDICTION Carlsbad PLAN CHECK NO 072509 Rev 1 (PCR08137) SET I PROJECT ADDRESS 2730 Bressi Ranch PROJECT NAME Boys & Girls Club of Carlsbad XI The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes n The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff r~| The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person Q The applicant's copy of the check list has been sent to IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed Q Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person Xl REMARKS Revision 1 includes change of design of post tensioned slab By Abe Doliente Enclosures EsGil Corporation • GA • MB • EJ • PC 11/12/08 9320 Chesapeake Dii\e, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 Rev 1 (PCR08137) N*ovember 17, 2008 ^DO NOT PAY- THIS IS NOT AN INVOICE] JURISDICTION Carlsbad (PCR08137) VALUATION AND PLAN CHECK FEE PLAN CHECK NO 072509 Rev 1 PREPARED BY Abe Doliente BUILDING ADDRESS 2730 Bressi Ranch BUILDING OCCUPANCY A2 1/A-3/B DATE November 17, 2008 TYPE OF CONSTRUCTION V-IHR BUILDING PORTION AREA ( Sq Fl) Valuation Multiplier Reg Mod VALUE ($) Air Conditioning Fire Spnnklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance V | Plan Check Fee by Ordinance >" ] Type of Review • Complete Review $120 00 • Structural Only I I Repetitive Fee r~ Repeats * Based on hourly rate Comments • Other [7] H°"^'V Hour Esgil Plan Review Fee $96 00 Sheet 1 of 1 macvalue doc Registered To Suncoasl Post-Tension PTlSiab 2.06 Geostructural Tool Kit, Inc Sena! Number 100 200-03G Project Title Boys & Girls Club in Carlsbad, Ca {Sect A) Cat III Proiect Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, f'^ pu Tendon Strength, F Tendon Diameter Material Quantities Concrete Volume Prestressing Tendon Number of End Anchorages In the LONG direction ... Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon 80 00 FT X 81 00 FT X 5 00 Inches 33 05 KIPS 3,000 PSI 270 KSI 1/2 Inch Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches 169 9 Cubic Yards 4,536 Linear Feet 110 Type II Beam 5 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing 13 33 Feet 0 C Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 21 3 90 Feet 0 C 2 25 Inches from top of slab In the SHORT direction . Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Type 1 Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches Type II Beam 5 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing 13 50 Feet 0 C Number of Slab Tendons Stab Tendon Spacing Slab Tendon Cover Page 1 of 7 24 3 43 Feet O C 2 25 Inches from top of slab C \bmo'bmo\boys & 9irls\Secl A pli 5 50 44 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Serial Number 100-200-035 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date Novembers, 2007 Report Number WO 5543-A-SC DESIGN COMPLIANCE SUMMARY These Values Exceed Allowable Limits by the Percentage Indicated: SOIL BEARING : ALL VALUES WITHIN ALLOWABLE LIMITS CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS EDGE LIFT MOPE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 7 0 \bmo\bmo\boys 5 girls\Sect A pti 5 50 44 PM Registered To Suncoast PtfSt-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Sens! Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied pressure on Soil 1,156 PSF Soil Pressure Safety Factor 1 3 Prestress Summary Subgrade Fnction calculated by method prescnbed in PTI Manual Short Long Direction Direction Minimum Effective Prestress (PSI) 79 67 Mid-Slab Effective Prestress (PSI) 79 67 Beta Distance Effective Prestress 105 94 Eccentricity of Prestressing -0 03 -0 40 Number of Slab Tendons 24 21 Number of Beam Tendons 5 5 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Top Fiber Short Long Direction Direction 12 27 Ft-K/Ft 12 27 Ft-K/Ft Compression in Bottom Fiber Allowable Stress Actual Stress -0 329 -0 137 -0 329 -0 152 Allowable Stress Actual Stress Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 7 Short Long Direction Direction 1 350 1 350 0 920 0 916 Short Long Direction Direction 2 41 2 41 0 85 0 85 Short Long Direction Direction 109 107 90 89 5 50 44 PM C \bmo\bmo\boys & girls\Sect A pli Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Serial Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number W O 5543-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction 6 14 Ft-K/Ft 6 14 Ft-K/Ft Compression m Top Fiber Allowable Stress Actual Stress -0 329 -0 301 -0 329 -0 292 Allowable Stress Actual Stress Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 1 350 1 350 0 226 0 21 Short Long Direction Direction 1 21 1 21 0 59 0 58 Short Long Direction Direction 109 107 105 104 Page 4 of 7 C \bmo\bmo\boys & girls\Sect A pti 5 50 44 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Too! Kit, Inc Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC RECAP OF SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area of Foundation (Inches^) 6,624 00 6,564 00 Moment of Inertia (Inches'^) 293,678 41 292,827 73 Section Modulus, Top (Inches'^) 49,258 73 48,856 72 Section Modulus, Bottom (Inches'^) 14,656 04 14,636 70 Center of Gravity of Concrete-from top (Inches) 5 96 5 99 Center of Gravity of Prestressing Tendons-from top (Inches) 5 99 6 39 Eccentricity of Prestress (Inches) -0 03 -0 40 Beta Distances (Relative Stiffness Lengths) (Feet) 12 07 12 06 Effective Prestress Force at Beta (KIPS) 696 77 617 88 Effective Prestress at Beta (PSI) 105 19 94 13 Page 5 of 7 C U)mo\bmo\boys & 9irls\Sect A pti Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number W O 5543-A-SC SUMMARY OF INPUT DATA Material Properties Concrete Strength, Concrete Creep Modulus, E^ Concrete Unit Weight Tendon Strength, Fpy Tendon Diameter Slab Properit'ies Rectangle Geometry Minimum Permissible Prestress Beam Properties 3,000 0 PSI 1,500,000 0 PSI 145 0 PCF 270 0 KSI 1 / 2 Inch 80 00 FT X 81 00 FT X 5 00 Inches Short Direction 75 00 PSI Short Direction Long Direction 65 00 PSI Long Direction Type 1 Type II Type 1 Type II Quantity 2 5 2 5 Depth 26 0 26 0 26 0 26 0 Inches Width 120 120 120 120 Inches Tendons 0 1 0 1 Cover 00 30 00 30 Inches Average beam spacing used in analysis Page 6 of 7 C \bmo\bmo\boys & girls\Secl A pli 5 50 44 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect A) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure Center Lift 5 50 Feet 3 500 Inches 1,500 0 PSF Edge Lift 4 50 Feet 1 200 Inches 0 75 1,000 0 PSI Edge Moisture Variation Distance, Cm Differential Soil Movement, ym Subgrade Fnction Coefficient, u Soil Modulus of Elasticity, Eg Load, Deflection and Subgrade Properties Slab Loading Uniform Supenmposed Load Total Penmeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Prestress Calculation Subgrade Fnction calculated by method prescnbed in PTI Manual Prestress Loss 15 0 KSI 40 00 PSF 1,000 00 PLF L/360 L/720 Page 7 of 7 C \bmo\bmo\bDys & girlsVSect A pli 5 50 44 PM Registered To Suncoa5t Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect B)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, f'Q Tendon Strength, Fpy Tendon Diameter 91 67 FT X 118 83 FT x 5 00 Inches 33 05 KIPS 3,000 PSI 270 KSI 1 12 Inch Material Quantities Concrete Volume Prestressing Tendon 294 8 Cubic Yards 8,405 Linear Feet Number of End Anchorages 158 In the LONG direction ,. Type 1 Beam Type II Beam Quantity of Beams 2 6 Depth of Beams 26 0 Inches 26 0 Inches Width of Beams 12 0 Inches 12 0 Inches Tendons per Beam 0 1 Cover below Beam Tendon 0 0 Inches 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction ... Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches 13 10 Feet OC 31 2 99 Feet O C 2 25 Inches from top of slab Type II Beam 10 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 10 80 Feet O C 32 3 77 Feet O C 2 25 Inches from top of slab Page 1 of 7 C \bmo\bmoU)Oys 8 girls\Sect B pti PTlSiab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Senal Number 100-200 036 Project Title Boys & Gids Club in Carlsbad, Ca (Sect B)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC DESIGN COMPLIANCE SUMMARY These Values Exceed Allowable Limits by the Percentage Indicated. SOIL BEARING : ALL VALUES WITHIN ALLOWABLE LIMITS CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 7 C \bmo\bmo\boy5 & girls\Sect B pti 5 50 51 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club tn Carlsbad, Ca (Sect B) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number W O 5543-A-SC 1,029 PSF 1 46 Short Long Direction Direction Minimum Effective Prestress (PSI) 67 73 Mid-Slab Effective Prestress (PSI) 67 73 Beta Distance Effective Prestress 97 119 Eccentricity of Prestressing -0 95 0 20 Number of Slab Tendons 32 31 Number of Beam Tendons 10 6 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Top Fiber Short Long Direction Direction 12 98 Ft-K/Ft 12 26 Ft-K/Ft Compression in Bottom Fiber Allowable Stress Actual Stress -0 329 -0 158 -0 329 -0 119 Allowable Stress Actual Stress Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 7 Short Long Direction Direction 1 350 1 350 0 885 0 914 Short Long Direction Direction 2 74 2 50 0 71 0 89 Short Long Direction Direction 107 108 71 91 5 50 51 PM C \bmo\bmo\boys & girls\Sect B pti Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Serial Number 100 200 036 Project Title Boys & Gids Club in Carlsbad, Ca (Sect B) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction 7 78 Ft-K/Ft 6 11 Ft-K/Ft Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction Compression in Top Fiber Allowable Stress Actual Stress -0 329 -0 314 -0 329 -0 294 Allowable Stress Actual Stress Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Long Direction Direction 1 350 1 350 0 231 0 242 Short Long Direction Direction 1 37 1 25 0 49 0 66 Short Long Direction Direction 107 108 91 107 Page 4 of 7 C \brfio\bmo\boys & girlsVSect B pti 5 50 51 PM Regislered To Suncoasl Posl Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Girls Club in Cadsbad, Ca (Sect B)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RECAP OF SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area of Foundation (Inches^) 10,153 80 7,516 20 4 Moment of Inertia (Inches ) 484,839 29 334,866 90 Section Modulus, Top (Inches ) 76,093 16 55,933 57 Section Modulus, Bottom (Inches'^) 24,700 98 16,732 36 Center of Gravity of Concrete-from top (Inches) 6 37 5 99 Center of Gravity of Prestressing Tendons-from top (Inches) 7 32 5 78 Eccentncity of Prestress (Inches) -0 95 0 20 Beta Distances (Relative Stiffness Lengths) (Feet) 13 68 12 48 Effective Prestress Force at Beta (KIPS) 988 90 894 14 Effective Prestress at Beta (PSI) 97 39 118 96 Page 5 of 7 C \bmo\bmo\boys & girls\Sect B pti 5 50 51 PM Regisiered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200 036 Project Title Boys & Gids Club in Carlsbad, Ca (Sect B) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'^ Concrete Creep Modulus, EQ Concrete Unit Weight Tendon Strength, Fpu Tendon Diameter 3,000 0 PSI 1,500,000 0 PSI 145 0 PCF 270 0 KSI 1 12 Inch Slab Properities Rectangle Geometry Minimum Permissible Prestress Beam Properties 91 67 FT X 118 83 FT X 5 00 Inches Short Direction 65 00 PSI Short Direction Long Direction 70 00 PSI Long Direction Type 1 Type II Type 1 Type li Quantity 2 10 2 6 Depth 26 0 26 0 26 0 26 0 Inches Width 12 0 12 0 12 0 120 Inches Tendons 0 1 0 1 Cover 00 30 00 30 Inches Average beam spacing used in analysis Page 6 of 7 C \bino\bmo\boys S girls\Sect B pti 5 50 51 PM Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 project Title Boys & Girls Club in Cadsbad, Ca (Sect B)Cat III project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Beanng Pressure Edge Moisture Variation Distance, Differential Soil Movement, y^ Subgrade Fnction Coefficient, u Soil Modulus of Elasticity, Eg Load, Deflection and Subgrade Properties Slab Loading Uniform Supenmposed Load Total Penmeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Center Lift 5 50 Feet 3 500 Inches 1,500 0 PSF Edge Lift 4 50 Feet 1 200 Inches 0 75 1,000 0 PSI 40 00 PSF 1,000 00 PLF L/360 L/720 Prestress Calculation Subgrade Fnction calculated by method prescnbed in PTI Manual Prestress Loss 15 0 KSI Page 7 of 7 C \bmo\bmo\boys & girls\Secl B pti 5 50 51 PM Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200-036 Project Title Boys & Gids Club in Cadsbad, Ca (Sect C) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc DESIGN SUMMARY Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number WO 5543-A-SC Slab Dimensions Jacking Force Material Properties Concrete Strength, f'Q Tendon Strength, Fpu Tendon Diameter Material Quantities Concrete Volume Prestressing Tendon Number of End Anchorages In the LONG direction ... Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon 25 00 FT X 33 00 FT X 5 00 Inches 33 05 KIPS 3,000 PSI 270 KSI 1 / 2 Inch 24 9 Cubic Yards 461 Linear Feet 30 Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches Type II Beam 1 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction .. Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Type I Beam 2 26 0 Inches 12 0 Inches 0 0 0 Inches 12 50 FeetOC 6 4 60 Feet O C 2 25 Inches from top of slab Type II Beam 2 26 0 Inches 12 0 Inches 1 3 0 Inches Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 11 00 Feet O C 6 6 20 Feet O C 2 25 Inches from top of slab Page 1 of 7 C\bmo\bmo\boys & girls\Sect C pti 5 50 55 PM PTISlab 2.06 Geostructural Tool Kit, Inc Registered To Suncoast Post-Tension Serial Number 100 200-036 Project Title Boys & Girls Club in Cadsbad, Ca (Sect C)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC DESIGN COMPLIANCE SUMMARY These Values Exceed Allowable Limits by the Percentage Indicated SOIL BEARING . ALL VALUES WITHIN ALLOWABLE LIMITS. CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS Page 2 of 7 C \bmo^bmo\boys « girlsVSect C pti 5 50 55 PM Registered To Suncoast Posl-Tensiori PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Gids Club in Cadsbad, Ca (Sect C) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS Geotechnical Report Geosoils, Inc Soil Bearing Analysis Applied Pressure on Soil 1,317 PSF Soil Pressure Safety Factor 1 14 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Direction Long Direction Minimum Effective Prestress (PSI) 59 66 Mid-Slab Effective Prestress (PSI) 59 66 Beta Distance Effective Prestress 61 73 Eccentricity of Prestressing -0 68 1 46 Number of Slat) Tendons 6 6 Number of Beam Tendons 2 1 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Top Fiber Short Long Direction Direction 12 58 Ft-K/Ft 11 89 Ft-K/Ft Compression in Bottom Fiber Allowable Stress Actual Stress -0 329 -0 167 -0 329 -0 124 Allowable Stress Actual Stress Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 7 Short Long Direction Direction 1 350 1 350 0 695 0 623 Short Long Direction Direction 0 83 1 10 0 54 0 64 Short Long Direction Direction 105 106 47 57 5 50 55 PM C \bmo\bmo\boys & girls\Sect C pti RegiSleisiJ To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100-200-036 Project Title Boys & Gids Club in Cadsbad, Ca (Sect C) Cat Project Engineer IRW Geotechnical Report Geosoils, Inc Project Number Project Date January 29, 2008 Report Date November 6, 2007 Report Number WO 5543-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Tension in Bottom Fiber Short Long Direction Direction Allowable Stress Actual Stress -0 329 -0 307 -0 329 -0 271 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress Analysis • Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Allowable Stress Actual Stress 7 81 Ft-K/Ft 6 14 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction 1 350 1 350 0 194 0 196 Short Long Direction Direction 0 42 0 55 0 32 0 41 Short Long Direction Direction 105 106 69 71 Page 4 of 7 C \l3mo\bm0\boys & giris\Sect C pti Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, tne Senal Number 100-200-036 Project Title Boys & Gids Club in Carlsbad, Ca (Sect C)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number WO 5543-A-SC RECAP OF SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area of Foundation (Inches^) 2,988 00 2,256 00 Moment of Inertia (Inches'*) 154,052 86 115,857 47 Section Modulus, Top (Inches ) 22,373 38 16,897 75 3 Section Modulus, Bottom (Inches ) 8,059 49 6,052 02 Center of Gravity of Concrete-from top (Inches) 6 89 6 86 Center of Gravity of Prestressing Tendons-from top (Inches) 7 56 5 39 Eccentncity of Prestress (Inches) -0 68 1 46 Beta Distances (Relative Stiffness Lengths) (Feet) 1027 9 57 Effective Prestress Force at Beta (KIPS) 182 99 165 20 Effective Prestress at Beta (PSI) 61 24 73 23 Page 5 of 7 C \bmo\bmoAboys & girls\Sect C pli 5 50 55 PM Registered To Suncoast Post Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200 036 Project Title Boys & Girls Club in Cadsbad, Ca (Sect C)Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W O 5543-A-SC SUMMARY OF INPUT DATA Material Properties Concrete Strength, f^ Concrete Creep Modulus, EQ Concrete Unit Weight Tendon Strength, Fpy Tendon Diameter Slab Properities Rectangle Geometry Minimum Permissible Prestress Beam Properties 3,000 0 PSI 1,500,000 0 PSI 145 0 PCF 270 0 KSI 1 / 2 Inch 25 00 FT X 33 00 FT X 5 00 Inches Short Direction Long Direction 55 00 PSI Short Direction 65 00 PSI Long Direction Type I Type II Type 1 Type 11 Quantity 2 2 2 1 Depth 26 0 26 0 26 0 26 0 Inches Width 120 120 120 120 Inches Tendons 0 1 0 1 Cover 00 30 00 30 Inches Average beam spacing used in analysis Page 6 of 7 C \bmo\bmo\boys S girls\Sect C pli 5 50 55 PM Registered To Suncoast Post-Tension PTISlab 2.06 Geostructural Tool Kit, Inc Senal Number 100 200-036 Project Title Boys & Girls Club in Carlsbad, Ca (Sect C) Cat III Project Engineer IRW Project Number Project Date January 29, 2008 Geotechnical Report Geosoils, Inc Report Date November 6, 2007 Report Number W 0 5543-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Beanng Pressure Edge Moisture Vanation Distance, e^Yi Differential Soil Movement, y^ Subgrade Friction Coefficient, u Soil Modulus of Elasticity, Eg Load, Deflection and Subgrade Properties Slab Loading Uniform Supenmposed Load Total Perimeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Center Lift 5 50 Feet 3 500 Inches 1,500 0 PSF Edge Lift 4 50 Feet 1 200 Inches 0 75 1,000 0 PSI 40 00 PSF 1,000 00 PLF L/360 L/720 Prestress Calculation Subgrade Friction calculated by method prescnbed in PTI Manual Prestress Loss 15 0 KSI Page 7 of 7 C \bmo\bmo\boys & girts\Secl C Pti 5 50 55 PM POST-TENSION LOADING CALULATIONS 5"SLAB Post Load Capacity 4x4 Post bo=7 5 X 4 = 30 d=2" conservative fc=2500 psi Allowable Bearing Capacity= Vc = 95 psi Calculations for required pads at Point Loads Area 5000 1000 5 = 2 24 Then use No Pad Req'd Area 6250 1000 6 25 = 2.50 Then use 30"x30"x-|2Dp W/3#4B E W Area 9000 1000 9 = 3 00 Tiienuse 36"x36"x12Dp W/4#4B E W Area 12000 1000 12 = 3.46 Then use 42"x42"x15Dp W/5#4B E W Area 16000 1000 16 = 4 00 Then use 48"x48"x18"Dp W/6#4B E W Area 20000 1000 20 = 4 47 Then use 54"x54"x18"Dp W/6#4B.E W Area 25000 1000 25 = 5 00 Then use 60"x60"x18"Dp W/7#4B E W 05-15-2009 City of Carlsbad 1635 Faraday Ay Carlsbad, CA 92008 Plan Check Revision Permit No PCR09053 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2730 BRESSI RANCH WY CBAD PCR 2131911700 Lot# $0 00 Construction Type CB072509 BOYS AND GIRLS CLUB-DEFERRED TRUSS AND CALCS 0 NEW Status Applied Entered By Plan Approved issued Inspect Area ISSUED 05/04/2009 KG 05/15/2009 05/15/2009 Applicant SHAPERO JONATHAN Owner BOYS&GIRLS CLUBS OF CARLSBAD 858-350-0544 C/O RON SIPIORA P OBOX 913 CARLSBAD CA 92018 Plan Check Revision Fee Additional Fees $187 50 $0 00 Total Fees $187 50 Total Payments To Date $187 50 Balance Due $0 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE thai approval of your project includes the Imposition" of fees dedications reservations, or otfier exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth m Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing tn accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul thetr imposition You are hereby FURTHER NOTIFIED that your nght 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 m connection with this project NOR DOES IT APPLY lo any fees/exaclions of which vou have previously been given a NOTICE similar to this, or as to which the slaiute of limitations has previously olhenAiise expired City of Carlsbad Building Department Plan Check Revision No. Project Address ^12>0 ^^g55/ ^i^cU UM^ .Ong;nal Plan Check No Name of Business at Project Address -Bcy ifir,A(2^\iis CILAL) oj=^ Ckf2-lsL(^ Contact \nAij11^^ O Si)^6ca Ph ^.^fe • FP^X Contact Address City General Scope of Work ^li^r^rl ^f^ss AiM^/l^<^ ^€0 i&~^ Email _Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Plans ^^Calculations • Soils • Energy • Other. 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace exisnnq sheets 5 Does this revision, in any way, alter the exterior of the project"? • Yes No 6 Does this revision add ANY new floor area/sJ7 • Yes l^^o 7 Does this revision affect any fire related issues"? • Yes ^ No 8 Is this a complete s^t?^ • Yes ^^^No ^Signature ^ Da^/O/-/AJS/^ U^^X, 1635 Faraday Avenue/CarlsbaareA'92008 PhonT769-60^ 17/2718/ 2719 Fax 760-602-8558 EsGil Corporation In (Partnership wtth government for (BuiCdtnQ Safety DATE May 8, 2009 • APPUCANT q^^JURlS^ JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 072509 Rev 2 (PCR09053) SET I PROJECT ADDRESS 2730 Bressi Ranch PROJECT NAME Boys 6B Girls Club ofCarlsbad Trusses Xl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I 1 The"plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I 1 The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I 1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person I I The applicant's copy of the check list has been sent to 1X1 Esgil Corporation staff did not advise the applicant that the plan check has been completed I I Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person • REMARKS By Bert Domingo (by KC) Enclosures Previously-approved EsGii Corporation plans • GA • MB • EJ • PC 5/7/09 9320 Chesapeake Drive, Suite 208 • San Diego, Cahfomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 072509 Rev 2 (PCR09053) May 8, 2009 [DO NOTPAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 072509 Rev 2 (PCR09053) PREPARED BY Bert Domingo (by KC) DATE" May 8, 2009 BUILDING ADDRESS. 2730 Bressi Ranch BUILDING OCCUPANCY A2 1/A-3/B TYPE OF CONSTRUCTION V-IHR BUILDING PORTtON AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) Air Conditioning Fire Spnnklers TOTAL VALUE Jurisdiction Code cb r By Ordinance BIdg Permit Fee by Ordinance • | Plan Check Fee by Ordinance $187.50 Type of Review r~ Repetitive Fee Repeats r" Complete Review r Other P Hourly EsGil Fee r structural Only 1 5 $100 00 Hrs $150 00 * Based on hourly rate Connments Sheet 1 of 1 macvalue doc PLANNING/ENGINEERING APPROVALS PERMIT NUMBER tji ?mf\^S^ DATE slnjo^ ADDRESS 27^0 ^fos&i "^AcVv t^oj leESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHERy ^ntfil ^ySstj/^ t PLANN DATE ENGINEER DATE 132 W SHERMAN STREET TOLLESON, AZ 85353 PH (602) 252-177 FX (623) 936-674' Alliance DESIGN CALCULATIONS Submitted For FIELD USE This Bound Document has been specially prepared by TmTms exclusively for Project Name- Project Description Project Location City/State Customer TruTrus Job # Date BOYS AND GIRLS CLUB 2x ROOF TRUSSES BESSI RANCH CARLSBAD, CA D A WHITACRE CONSTRUCTION 2008-1466 03/04/09 The followmg tnass design calculations, as shown on the attached truss placement plans are included in RIA R5E R9A RIB R6A R9B R2A R6B R9C R2B R6C R9D R2C R6D RlOA R2D R7A RlOB R2E R7B RlOC R2F R7C RIOD R3A R7D RllA R3B R7E RUB R3C R8A RllC R4A R8B R12A R5A R8C R12B R5B R8D R12C R5C R8E R12D R5D R12E This document is pemiaiiently bound I he staples used must not sealed document is no longei coiisideied valid CUSTOMER SERVICE POLICY NOTIFICATION: PROMPT NOTIFICATION MUST BE GilVEN TO TRUTRUS LUWEN ANT DIFFICULTY ARISES IN THE FIELD THAT UJILL REOUiRE "ON SITE" REPAIR OR REBUILDING OF ANY PRODUCTS SUPPLIED BY TRUTRUS. THIS NOTIFICATION CAN BE GIVEN EITHER TO A TRUTRUS SALESMAN HANDLING THE ACCOUNT, OR BY CALLING THE TRUTRUS ENGINEERING DEPARTMENT rPHOENlX 602-252-1112 OF TOLL FREE a00-443-e>'^'^b). INVESTIGATION: TRUTRUS LUlLL HAVE A REPRESENTATIVE AT THE JOB SITE NO LATER THAN THE DAY AFTER BEING APPRAISED TO FULLY INVESTIGATE THE DIFFICULTY, IF IT IS AN EMERGENCY SITUATION THAT MUST BE HANDLED IMMEDIATELY, IT LUILL BE TREATED IN JUST THAT MANNER, AND TRUTRUS LUON'T DELAY YOUR BUILDING PROGRAM, HOLUEVER, DO NOT PROCEED LUITH RELUORKING THE PRODUCT IN ANY UJAY FOR LUHICH YOU ANTICIPATE REIMBURSEMENT LUITHOUT REQUESTING AUTHORIZATION FROM TRUTRUS. JOB SITE RELUORKING: TRUTRUS NOT ONLY UJANTS, BUT INSISTS ON HAVING THE OPPORTUNITY TO RECTIFY OUR MISTAKES LUITH OUR OLUN PEOPLE PERFORMING THE UJORK, BY FOLLOLUING THIS PROCEDURE LUE GET AN IMMEDIATE FEEDBACK AS TO PRECISELY LUHAT HAPPENED, AND UHAT MUST BE DONE TO PREVENT ITS FUTURE RECURRENCE, LUE HAVE QUALIFIED PEOPLE TO PERFORM THIS SERVICE, AND ASSURE YOU THAT TRUTRUS LUILL COMPLETE ANY ON-SITE REMODELING LUITHIN A PERIOD OF TIME MUTUALLY AGREED UPON AS BEING ACCEPTABLE. IF AN EMERGENCY SITUATION EXISTS REQUIRING IMMEDIATE ACTION IN ORDER TO KEEP THE JOB RUNNING ON SCHEDULE, TRUTRUS MUST BE CONTACTED FOR AUTHORIZATION FOR CUSTOMER TO CORRECT, AT THIS TIME THE BUILDER'S REPRESENTATIVE SHOULD BE IN A POSITION TO SPECIFY EXACTLY LUHAT OCCURRED AND THE NUMBER OF HOURS THAT LUILL BE REQUIRED TO RECTIFY. THIS INFORMATION UJILL THEN BE RECORDED BY TRUTRUS, NOTING THE DATE, THE JOB SITE ADDRESS, AND SPECIFIC PROBLEM, AND THE TIME ALLOTTED FOR REPAIR, LUHEN TRUTRUS AGREES TO PERMIT CUSTOMER TO PERFORM JOB SITE RELUORK, CUSTOMER LUILL BE GIVEN A THREE DiGiT CONTROL NUMBER, THE CONTROL NUMBER, AND THIS NUMBER ONLY, IS YOUR AUTHORIZATION TO PERFORM REIMBURSABLE LUORK. LUORK PERFORMED BY CUSTOMER LUITHOUT CONTROL NUMBER LUILL NOT BE REIMBURSED BY TRUTRUS, BY FOLLOLUING THIS METHOD, FUTURE DISAGREEMENTS LUiLL BE ELIMINATED, joHTni^BorS 4 GIRLS CLUB CUSTOMER SERVICE POLlCT BESSI RANCH CARLSB4D, CA OuaTOMEROA UJMITACigE CQNSTFgJCTIgN MUancejL frufruw//A ENOINEERIHG OFTICE. 8132 W SHERMAN BT TOLLESON ARIZONA B5353 Ph {602} 252-1772 Fax (623) 930-1247 euzs omoEB IN AREOHA. OAUTORNU. NEVADA 2x GENERAL NOTES; U ALL DIMENSIONS ARE TRUTRUS INTERPRETATIONS OF THE PLANS SUPPLIED TO TRUTRUS FOR THIS PROJECT, PLAN DATE: 05.-2'3-Oa CSHEET S& < S>&). PLEASE VERIFY THAT THE ABOVE PLAN DATE IS ADEQUATE FOR USE. 7.) ALL DIMENSIONS TO TRUSSES ARE TO FACE OF TRUSS UNLESS UNZ?. 3. ) ALL DIMENSIONS TO BEAMS ARE CENTERLINE, UHJO. 4. ) ALL BEAM-CENTERLlNES ALIGN LUITH CENTERLINE OF UJALL, AND/OR CENTERLINE OF COLUMNS, UHJO. b.) ALL DIMENSIONS TO WALLS ARE TO FACE OF LUALL, U>I.O. &>.) ALL 6X BEAMS AND GLB'S, SUPPLIED BT OTHERS. 1.; ALL BEAM TO TRUSS, TRUSS TO BEAM AND TRUSS TO TRUSS CONNECTING HARDIUARE, BT TRUTRUS. a; ALL BLOCKING, FRAMING ANCHORS AND OTHER MiSC. ITEMS NOT SPECIFICALLY MENTIONED ON THE MATERIAL LiST, SHALL BE SUPPLIED BY OTHERS 9.; TOP OF ALL BEAMS ARE FLUSH CUlTH TOP OF WALL, \^HO. \0) ALL TRUSSES ARE 4/12 AND 3/12 TOP CHORD PITCH AND SPACED 24" OlZ. \l) ALL TRUSSES ARE FLAT BOTTOM CHORD PITCH. 12. ; HANGERS ARE NOT REQUIRED FOR HIP JACKS LUlTH OR SHORTER BOTTOM CHORD- ATTACH UJITH 2-lOD NAILS 13. ; ALL HANGERS FOR FIELD FRAMED RAFTERS, CLG JOISTS AND I-JOISTS, SUPPLIED BY OTHERS 16.; ALL LATERAL BRACING MATERIAL, LUHERE REQUIRED, SHALL BE SUPPLIED BY OTHERS. joBmi£.BOT5 4 GIRLS CLUB A'lnQnO0 A 2x GENERAL NOTES BESSI RANCH CARLSEAD, CA ENGINEERlNa OFFICE 8132 W SHERMAN ST TOLLESON. ARIZONA 85353 Ph (602) 252-1772 FBX (623) 936-1247 6ALE6 OFFICES ffl ARIZONA. CAUFORNIA. NEVADA Job Truss Truss Type Qiy Ply 2XTRUSSES RIA GABLE 2 1 Plate Offsets (X.Y) 11 0 2-12.0 3-61, 121 0-3-3.0 3-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 15 0 Plates Increase 1 25 TC 0 32 Ven(LL) n/a n/a 999 MT20 197/144 TCDL 16 0 Lumber Increase 1 25 BC 0 79 Ven(TL) n/a n/a 999 BOLL 0 0 Rep Stress Incr YES WB 0 09 HorzlTL) 0 00 21 n/a n/a BCDL 5 0 Code UBC97/ANSI95 (Matnx) Weight 10 Bib AHiance/TruTrus Tolleson AZ 85353 Allen wasfiDum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2008 MiTek mauslnes Inc We(IMaf04 1009392009 Page 1 4x6 -Scale = 1 55 2 LUMBER TOP CHORD 2X4 SPF No 2 Max Giav BOT CHORD 2X4 SPF No 2 39 342(LC 4) OTHERS 2X4SPF No3 29 101(LC 4) SLIDER 28 98(LC 5) Left2X4 SPF No 3 1-6-4 27 99(LC 4) Rigtlt2X4SPF No 3 1-6-4 26 99(LC 5) BRACIhfG 25 99(LC 4) TOP CHORD 24 104(LC 5) Sheatfied or 5 7 5 oc purlins 23 115(LC 4) BOTCHORD 22 330(LC 5) 6-0-0 OC bracing FORCES (Ib) Maximum Compression/Maximum Tension REACTIONS (Ib/Size) TOP CHORD 1 (Ib/Size) 63(24 11-0 1 2 -1242(1177 2-3 = 1079(1062 21 60/24-11-0 3-4 -966/951 4 5 = -868/851 30 94/24 11-0 5-6 -748/744 6 7 - -630/638 31 97/24 11 0 7-8 512/532 8 9 = -393/425 32 99/24 11 0 9 10 = 275/320 10 11 = -156/212 34 99/24 11-0 11 12 = 124/179 12-13 = 242/287 35 99/24 11-0 13 14 = 360/393 14-15 - 479/499 36 98/24 n-0 15 16 = 597/605 16-17 = 715/711 37 100/24 n-0 17 18 --835/818 18-19 = 935/919 38 92/24 11-0 19 20 = -1039/1024 20-21 = 1198/1137 39 130/24 11-0 BOTCHORD 29 100/24 n-0 1-40 = 1061/1104 39-40 = -19/62 28 98/24 11-0 38 39 = 19/62 37 38 = -19/62 27 99/24 11-0 36 37 = 19/62 35 36 = 19/62 26 99/24 11 0 34 35 = 19/62 33 34 = 19/62 25 98/24 11-0 32 33 = -19/62 31-32 = 19/62 24 100/24 n-0 30 31 = -19/62 29-30 = 20/62 23 94/24-11-0 28 29 = -20/62 27 2B = -20/62 22 125/24 11-0 26-27 = -20/62 25 26 = 20/62 Max Uplift 24 25 = 20/62 23 24 = 20/62 1 567(LC 6) 22 23 = 20/62 22-41 = 20/62 21 552(LC 7) 21-41 = 1024/1066 31 8(LC 5) WEBS 32 17(LC 7) 11 30 = -93/0 10 31 = 84/16 34 -15(LC 6) 9 32 = 86/25 8 34 = -85/23 35 15(LC 7) 7-35 = 85r23 5 36 = -66/23 35 16(LC 6) 5 37 = 90/27 4 38 = 104/43 37 -21 (LC 7) 3 39 = 304/230 12 29 = 87/18 38 -41(LC 6) 1328 = -95/25 14 27 = 85/23 39 23e(LC 7) 15 26 = -85/23 16 25 - 86/23 29 10(LC 7] 17 24 = -88/26 16 23 = 100/38 28 17(LC 5) 19 22 -295/224 27 15(LC 7) 26 1S(LC 6) NOTES (10) 25 16(LC 7) 11 Tfiis truss fias been checked forumfonrr roof (iv-e toad only 24 -19(LC 6) except as noted 23 35(LC 7) 2) Wind ASCE 7 05 85mph TCDL=6 0psf BCDL=3 0psf 32 230(LC 6) fi=11ft Cat II, Expo enclosed, C-C Intenor(l) Lumber Max Gtav D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 1 636(LC 5) 3) Tnjss designed for wind loads in the plane of the taiss only 21 619(LC 4) For studs exposed to wind (normal lo lhe face) see MiTek 30 106(LC 4) "Standard Gable End Detai 31 97(LC 5) 4) All plates are 2x4 MT20 unless otherwise indicated 32 99(LC 4) 5) Gable requires continuous bottom chord beanng 34 99{LC 5) 6) Gable studs spaced at 1-4 0 oc 35 99(LC 4] 7) This truss has been designed for a 10 0 psf bottom cliord live 36 99{LC 5) loaO nonconcurrenl with any other live loads 37 106(LC 4) 38 120(LC 5) 8) Provide mechanical connection (by others) of taiss to beanng plate capable of withstanding 567 Ib uplift at joint 1 552 Ib uplift atjoint21 8lbuplifiat|oint31 17 ID uplift at)oint 32 15lbuplift atjoinl34 15 Ib uplift al joint 35 16 Ib uplift aijoinf 36, 21 Ib uplift at joint 37 41 ibupliftatjoint38 238 lb uplift at joint 39 10 Ib uplift at joint 29 17 Ib uplift at joint 28 15 lb uplift at joint 27 15 Iti uplift at joint 26,16 lb uplift at joint 25 19 Ib uplift al joint 24 35 Ib uplift al joinl 23 and 230 Ib uplill at joint 22 9) This truss has been designed for a total drag load of 2100 Ib Connect imss to resist drag loads along bottom chord from 0-0-C to 1-0 0 24 0-0 to 24 11-0 for 1095 7 pif 10) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE{S) 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (pIf) Vert 1 11= 64 11 21= 54,1-21= 10 2) UBC Lumber lncrease=1 25 Plate lncrease=1 25 Unifonn Loads (pif) Ven 1 11= 32 11 21= 32 1 21=-30 3) C C Wind Lumber lncrease=l 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (pIf) Vert 1 11=14 11-21=14 1 2l=-6 Horz 1 11=25 11 21=26 4} Regular Drag LC#1 Left Lumber lncrease=l 33 Plate increase=1 33 pit melal=1 33 Uhifonn Loads (pIf) Vert 1-2= 15 2 11= 36 11 20=-92 20 21= 113 1 21= 10 Horz 1 2=146 2 11=253, 11 20=253 20-21=146 Drag 1-40= 1096 21^1=-1096 5) Regular Drag LC#1 Right Lumber Increa5e=1 33, Plate lncrease=l 33 Pit melal=1 33 Unifonn Loads (pif) Vert 1 2= 113 2 11= 92 11 20= 36 20 21= 15 1 21= 10 Horz 1 2=-145 2-11= 253 11 20=253 20 21 =-146 Drag 1-40=1096 21-41=1096 6) C-C Wind Drag LCtfl Left Lumber lncrease=l 33 Plate increase=1 33 Pit metal=l 33 Unifonn Loads (pIf) Ven 1 2=63 2 11=42 11 20= 14 20 21=34 1 21=-6 Horz 1 2=120 2 11=227 11-20=279 20 21=173 Drag 1-40=-1096 21-41= 1095 7) C C Wind Drag LC#1 Right Lumber lncreaEe=l 33 Plate increase=1 33 Pit metal=1 33 Uniform Loads (pIf) Vert 1 2=-34 2 11= 14, 11 20=42 2 0 21=63 1-21=-6 Horz 1-2= 173 2 11=279 11 20=227 2021= 120 Drag 1^0=1096 21-41=1096 Job Truss Truss Type Dly Ply 2XTRUSSES RIB COMMON 16 1 Alliance/TruTrus Tolleson AZ 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (opiional) 1M-0 i2S-e , 14 5x12MT^bR^ 5x12MT20H^ 3x4 = 7 040 s Apr 17 2008 MlTek Industries Inc Wed Mar 04 09 46 25 2009~PagB 1 Scale = 1614 s-e 11 4 00 12 3x4 1003#/-102» 1003#/-102# Plate Offsets (X,Y) [1 0 0 10,0 1 121,15 0 2 O.Edqe] [9 0-0 10.0-2 31 LOADING (psf) TCLL 16 D TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 49 BC 062 WB 016 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) Oil 10 12 >999 240 Vert(TL) 024 10 12 >999 240 Horz(TL) 0 08 9 n/a n/a PLATES MT20 MT20H Weight 871b GRIP 197/144 148/108 LUMBER TOP CHORD 2X4SPFN02 BOT CHORD 2X4SPFN02 WEBS 2X4 SPF No 3 SLIDER Len2X4SPFNo33 5-12 Right2X4SPF No335 12 BRACIh4G TOP CHORD Sheathed or3 11-0 oc puriins BOTCHORD B-0 0 00 bracing REACTIONS (Ib/size) 1 9 Max Uplift 1 9 Max Grav 1 1003/0 5-8 991/0 5-8 102(LC 3) 102(LC 3) 1003[LC 1) 1003(LC 4) LOAD CASE(S) 1) Regular Lumber lncrease=l 25 Plate lncrease=l 25 Uniform Loads (pif) Vert 1-4=-64 4 5=-64 5-6=-64 6 9=-64 1 9=-10 Concentrated Loads (Ib) Vert 5= 75(F) 4= 75(F) 2) UBC Lumber lnCTease=1 25 Plate lncrease=1 25 Uniform Loads (pIf) Ved 1-4= 32 4-5= 32 5-6=-32 6 9= 32 1 9= 30 3) C C Wind Lumber lnCTease=l 33 Plate lncrease=l 33 Pll metal=i 33 Uniforrn Loads (pIf) Vert 1-4=14 4 5=14,5-6=14 6 9=14 1 9=-6 Horz 1 4= 26 4-5= 26 5-6=26 6 9=26 4) User defined Lumber lnaease=l 25 Plate lnCTease=l 25 Unifonn Loads (pIf) Vert 1-4=-64(F) 4 5=-64(F) 5-6=-64(F) 6 9=-64(F) 1 9=-10(F) Concentrated Loads (Ib) Vert 5=-75(F) 6= 75(F) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 2 -2199/224 23 2106/239 3-4 1996/232 45 367/50 5-6 367/50 6-7 1996/232 7-8 = 2106/239 89 -2199/224 4 13 = -1342/179 6 13 1342/179 BOTCHORD 1 12 = 174/1998 11 12 115/1670 10 11 = 115/1670 9-10 174/1998 WEBS 3-12 = 273/85 4 12 - -26/406 6-10 = 26/406 7 10 273/85 NOTES (11) 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE7-05 85mph TCDL=60psf BCDL=30psf h=11ft Cat II Exp C, enclosed CClntenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) Provide adequate dramage to prevent wafer pending 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other iive loads 6) Provide mechanical connection (by others] of tmss lo beanng plate capable of withstanding 102 lb uplift at joint 1 and 102 Ib uplift at joint 9 7) Load case(s] 1 4 has/have been modified Building designer must review loads to venfy lhat they are con-ect for the intended use of this truss 8) Design assumes 4x2 (flat onentation) purlins at oc spscing indicated fastened to truss TC w/ 2 10d nails 9) Hanger(5] or other connection device(s) shall be provided sufficient to support concentrated load{s) 75 Ib down al 12 5 8 and 75 Ib down at 10-6 5 and 75 ib down at 14 5 11 on top chord The design/selection of such connection device(s) ts the responsibility of others lOj In ffte LOAD CASE(S) secliofV loads applied fo Ihe face of the truss are noted as front (F) or back (B) 11) This job IS valid only if the tnjss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ Job Truss Truss Type Oty Ply BOYS 8. GIRLS CLUB, 08-1466 2XTRUSSES R2A GABLE 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TniTrus Tolleson AZ 65353 Allen washbum 7M s Apr 17 2008 MlTek InOustnes Inc Wed Feb 04 11 21 25'20O9 Page 1 '7-a-o . 35-0-0 1 17-9-0 17-&JJ 4 00 piT 4x6 -Scale = 1 69 3 " 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 3E 34 33 32 31 30 29 28 " 3x4 5x6 = 5x6 = 3x4 Plate Offsets (X,Y) (10 2 12,0-3-6] |8 0 3-0,0-3-01 |20 0-3^0,0-3-01, i27 0 3-3,0-3-6}, 135 0 3-0,0-(Ml, [45 0-3-0.0-<Ml LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 34 BC 0 69 WB 0 07 (Matmi) DEFL in (loc) l/detl L/d Vert[LL) n/a n/a 999 Ver1(TL) n/a n/a 999 Horz(TL) 001 39 n/a n/a LUMBER TOP CHORD 2 >: 4 SPF No 2 Max Uplift BOT CHORD 2X4SPFN02 28 = 207(LC 6) OTHERS 2X4SPFN03 Max Grav SLIDER 1 = 487(LC 5) Left2X4SPF No 3 1-6 3 27 = 487(LC 4) Right 2X4 SPF No3 1-6-3 40 = 87(LC 1) BRACING 41 = 97(LC 5) TOP CHORD 42 = 99(LC 4) Sheathed or 6-0-0 oc purlins 43 = 99(LC 5) BOT CHORD 44 = 100(LC 4) 6-0-0 oc Braang 46 = 105(LC 5) 47 = 105(LC 4) REACTIONS (Ib/size) 48 = 100(LC 5) 1 98/35 0 0 49 = 98(LC 5) 27 98/35 0 0 50 = 120(LC 4) 40 B7/35-0-0 51 = 120(LC 5) 41 97/35-0-0 52 = 359(LC 4) 42 99/35-0-0 39 = 97(LC 4) 43 99/35-0-0 38 = 99(LC 5) 44 = 96/35 0 0 37 = 99(LC 4) 46 101/35-0-0 36 = 100(LC 5) 47 98/35 0 0 34 = 105(LC 4) 48 96/35-0-0 33 = 105(LC 5) 49 97/35-0-0 32 = 100(LC 4) 50 107/35-00 31 = 98(LC 4) 51 59/35-0-0 30 = 120(LC 5) 52 201/35-0-0 29 = 120(LC 4) 39 97/35 0-0 28 = 359(LC 5) 38 99/35 0-0 37 99/35-0-0 FORCES (Ib) Maximum Compression/Maximum Tension 36 98/35-0-0 TOP CHORD 34 101/35-0-0 1-2 = -944/843 2 3 833/783 33 98/35-0-0 3-4 = 729/690 4 5 -680/651 32 96/35-0 0 5-6 = -614/599 6-7 550/548 31 97/35 0 0 7-8 = -486/499 39 -423/442 30 107/35-0-0 9 10 = 357/397 10 11 = 292/346 29 59/35-0-0 11-12 = 228/295 12 13 = -164/246 28 201/35-afl 13-14 = 99/186 14 15 = -99/186 Max Uplift 15-16 164/246 16 17 = 228/296 1 = 387(LC 6) 17-18 = 292/346 18 19 = •357/397 27 387(LC 7) 19 20 = -423/442 20 21 = -486/499 41 = 8(LC 6) 21 22 = 550/548 22 23 = -614/599 42 23(LC 7) 23 24 = -680/651 24 25 = -729/690 43 20(LC 6) 25 26 = 833/783 26 27 = 944/643 44 = 21 (LC 7) BOT CHORD 46 -24(LC 6) 1-52 = 778/848 51 52 = -649/718 47 26(LC 7) 50-51 = 583ffi57 49 50 = •527/590 48 23(LC 6) 48-49 = -466/536 47-48 = -405/475 49 -20(LC 6) 46-47 = 345/414 45-46 = 284/353 50 -34(LC 7) 44-45 = 230/298 43-44 = 223/292 51 -70(LC 6) 42-43 = 163/231 41-42 = 102/170 52 207(LC 7) 40-41 = -41/109 39-40 = -41/109 39 -8(LC 7) 38 39 = 102/170 37-38 = 163/231 38 -23(LC 6) 36 37 = 223/292 35-36 = 230/298 37 20{LC 7) 34 35 = 284/353 33-34 = 345/414 36 21 (LC 6) 32 33 = -405/475 31-32 = -466/536 34 -24(LC 7) 30-31 = 527/590 29-30 = 583/657 33 26{LC 6) 28 29 = -649/718 27 28 = 778/648 32 23{LC 7) WEBS 31 20{LC 7) 14-40 = -74/0 13^1 = -84/16 30 34(LC 6) 12-42 = -86/31 11-43 = 85/28 29 70(LC 7) 10-44 = -86/29 PLATES GRIP MT20 197/144 Weight 174 1b WEBS 9-46 = 92/32 6-47 = -92/34 7-48 = -87/31 6-49 = -85/28 5-50 = -99/38 4-51 = 106164 3-52 = 293/189 15-39 = -84/16 16-38 = -86/31 17-37 = -85/28 18-36 = 86/29 19 34 = 92/32 20-33 = •92/34 21 32 = -87/31 22 31 = •85/28 23-30 = 99/38 24 29 = -106«4 25-28 = -293/189 NOTES (10) 1) This truss has been checked (or unifonn roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0pst BCDL=3 0psf h=26ft Cat II ExpC enclosed CCIntenor(1) Lumber DOL=i 33 plate gnp 00L=1 33 Plate metal D0L=1 33 3) Tnjss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face], see MiTek Standard Gable End Detail 4) All plates are 2x4 MT20 unless otherwise indicated 5) Gable requires continuous bottom chord beanng 6) Gable studs spaced at 1-4-0 oc 7) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun^ent with any other live loads 8) Provide mechanical connection (by others) ot tnjss to beanng plate capable of withstanding 387 lb uplift at joint 1 387 lb uplift atjoinl27 8 lb uplift at joint 41, 23 Ib uplift at joint 42 20 I b uplift 3tjoint43 21 Ib uplift al joint 44 24 lb uplift at joint 46 26 ID uplift at joint 47 23 Ib uplift atpinl 48 20 Ib upliTt at Joint 49 34 Ib uplift al joint 50 70lbupltftatjoim51 207 lb upliR al jotnl 52 8 Ib uplift at joint 39 23 Ib uplift al joint 38 20 Ib uplift at joint 37 21 lb uplift at joint 36 24 Ib uplift at joint 34 26 lb uplift at joint 33, 23 Ib uplift at joint 32 20 Ib uplift at joint 31 34 Ib uplift al joint 30 70 lb uplift at joint 29 and 207 lb uplift at joint 28 9) This tnjss has been designed for a total drag load of 1600 lb Connect truss to resist drag loads along bottom cfiond from 0-0-C to 35-0-0 for 45 7 pIf 10) This job ts valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON A2 LOAD CASE(S) StandareJ Job 2XTRUSSES Alliance/TruTrus Tolleson AZ I Tnjss R2B 85353~A lien washbum 5 9 2 I Truss Type MOD QUEEN Qty Ply 2 1 BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 Ci40 s Apr iraobS Mitek Industries Inc Fri Jan 09 12 10 4S'2O09 Page 1" 4 00(12" Scale = 1 69 3 5x8 = 1295#/-143# Plate Offsets (X.Y) (1 0-0-14,0-2-81, 111 0-0 14,0 2-151 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 63 BC 0 81 WB 0 74 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 19 14-16 >999 240 Ver1(TL} 0 46 14 16 >905 240 HorzfTL) 0 15 11 n/a n/a PLATES MT20 GRIP 197/144 Weight 131 ID LUMBER TOP CHORD 2 X 4 SPF No 2 BOT CHORD 2X4SPFN02 WEBS 2X4SPFN03 SLIDER LBft2X4SPF N032-11-7 Right2X4SPF No32 11 7 BRACING TOP CHORD Sheathed or 2 9 12 oc puriins BOT CHORD 8-0-0 oc bracing REACTIONS (Ib/size) 1 11 Max Uplift 1 11 1295/0-5-8 1295/0 5-8 -143(LC 3) -143(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2 3032/341 2 3 = 2961/362 3-4 -2753^20 4 5 = 2688/333 5^ = -2040/285 67 = 2040/285 7-6 -2688/333 8-9 = 2753/320 9 10 = 2961/362 10 11 = 3032/341 BOTCHORD 1 16 = 295/2765 15-16 = 224/2428 14 15 = 224/2428 13-14 = 224/2428 12 13 = 224/242B 11-12 = -295/2765 WEBS 3 16 = 234/90 5-16 = 0/361 5 14 = -679/124 6 14 = 92/891 7 14 = -679/124 7 12 = 0/361 9 12 = 234/90 NOTES (5) 1) This truss has been checked for uniform root live load only except as noted 2) Wind ASCE 7 98, BSmph TCDL=6 Opsf BCDL=3 Opsf h=11ft Cat II ExpC enclosed C-C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plata metal D0L=1 33 3) This tmss has been designed fot a 10 Opsf bottom chord live load nonconcurrenl with any other live loads 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 143 Ib uplift at joint 1 and 143 Ib uplift at joint 11 5) This job is valid only rf the taiss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard Job Truss Truss Type oty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R2C MOD QUEEN 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TruTrus Tolleson A2 85353 Allen washburn 7 040 E Apr 17 2008 WliTek Industries Inc Wed Feb 04 11 24 06 2009 Page 1 Scale = 1 69 3 Plate Offsets (X,Y) |1 0-0-14,0 2-81,(11 0 0 14,0-2-15L LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X4SPFN02 WEBS 2X4SPFN03 SLIDER Left2X4 SPF N0 32 11 7 Right2X4SPF No32-11-7 BRACING TOP CHORD Sheathed or 2-3-8 oc puriins BOT CHORD 6 0 0 oc bracing REACTIONS (Ib/size) 1 11 = Max Horz 1 Max Uplift I = 11 Max Grav 1 II = 1295/0 5-8 1295/0 5 8 2{LC 5) -143(LC 3) -143(LC 3) 1664(LC 5) 1664(LC 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2 3995/341 23 = -3751/362 3-4 3374/320 4-5 = -3114/333 5-6 2394/285 67 = 2394/285 7-8 -3120/333 89 = 3380/320 9 10 = 3760/362 10 11 = -4004/341 BOTCHORD 1 16 = 295/3555 15-16 = 224/3404 14 15 = 224/3404 13-14 = 224/3447 12 13 = 224/3447 11 12 = 295/3864 WEBS 3-16 = 302JQ0 5-16 = 0/361 5-14 = -707/124 6 14 = -92/892 7 14 = 704/124 7 12 = 0/361 9 12 = 297/90 NOTES (8) 1) This tnjss has been checked for unifonn roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 0ps[ BCDL=3 Opsf h=11ft Cal II ExpC enclosed CCIntenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal DOL=l 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonooncurrent with any other live loads 4) PnDvide mechanical connection (by others) of truss to beanng plate capable of withstanding 143 Ib uplift at joint 1 and 143 Ib uplift al joint 11 5) Load case(s) 4 5 has/have been modified Building designer must review loads to venfy that they are con-eel for the intended use of this truss 6) Hanger(s) or other connection device(s) shall be pnavided sulfiaeiit lo support concentraled ;oad(s) at 35 0-0 on bottom chord The design/selection of such connection device(s} is the responsibility of others 7) In the LOAD CASE(S) section loads applied lo the face of the truss are noted as front (F) or back (B) 8) This job IS valid only if the truss is fabricated by ALLIANCE TRUTRUS INC, TOLLESON AZ CSI TC 0 76 BC 0 82 WB 0 76 (Matnx) DEFL in (locj l/defl L/d Ven{LL) 0 28 14 16 >999 240 Ver1(TL) -0 56 14 16 >756 240 Hor2(TL] 0 21 11 n/a n/a y Y Y ' LOM) CASE(S) Standard Except 4) User defined Lumber lncrease=l 60 Plate lnCTease=1 33 Uniform Loads (pIf) Vert 1 11=10(F} 1 2= 38(F) 2-6=-45(F) 610=83|F) 10-11= 90(F) Horz 12=126(F) 2-6=172(F) 6 10=172(F) 10-n = 126{F) Concentrated Loads (Ib) Horz 11= 2000(F) 5) User defined Lumber lncrease=1 60 Plate Increase=l 33 Unifonn Loads (plf) Vert 1 11= 10(F) 1 2= 90(F) 2-6=-83(F) 6 10= 45(F) 10-11= 38(F) Hori 1 2= 126(F) 2-6= 172(F) 6-10= 172(F) 10-11= 126(F) Concentrated Loads (Ib) Horz 11=2000(F) PLATES MT20 GRIP 197/144 Weight )31 lb AXIAL LOAD CASES Truss Type MOD QUEEN Job 2XTRUSSES Truss R2D Alliance/TnjTrus Tolleson AZ B5353 Allen washburn Oty Ply 8 1 7 040 s Apr 17 2008 MiTek Industnes Ino Tue Feb 10 13 52 09 2009 Page 1 4 00 12 5x6 -Scale = 1 68 9 4x8 II 508#/-62# Plate Offsets (X,Y) fl 0 0 10,0 1-12] [11 0-5-4,0-3 51 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 5 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 92 BC 0 44 WB 0 95 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -Oil 1 16 >999 240 VenfTL) -0 22 1 16 >945 240 HorzfTL) 0 03 11 n/a n/a PLATES GRIP MT20 197/144 MT20H 148/108 Weight 136 Ib LUMBER TOP CHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN0 2 WEBS 2X4 SPF No 3 'Except" W5 2 X 4 SPF No 2, W3 2 X 4 SPF 1650F 1 5E SLIDER Left 2X4SPF No 3 2-11 7, Right 2X6 SPF No 2 2-6^ BRACING TOP CHORD Sheathed or 5 9 13 oc purlins BOT CHORD 6-0 0 00 bracing JOINTS 1 Brace at Jt(s] 17 REACTIONS (Ib/size) 1 = 14 11 Max Uplift 1 14 11 9) This job IS valid only rf the truss is fabncated by ALLIANCE TRUTRUS INC, TOLLESON AZ LOAD CASE{S) 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Verl 1 11= 10 1-6=-64 6 11=-64 Concentrated Loads (lb) Vert 18= 75(F) 19=-75{F) 2) UBC Lumber lnaease=1 25 Plate lncrease=i 25 Uniform Loads (pit) Vert 1-11—30 1-6= 32 6-11=-32 3) C-C Wind Lumber lncrease=1 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1 ll=-6 1-6=14 6 11=14 Horz 1-6= 26 6-11=26 548/0-5 3 1651/0 5-8 508/0 5 8 -64(LC 3) -156(LC 3) -62(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2 1029/130 2 3 928/152 3-4 -667/99 4 5 -589/110 5-6 203/1764 67 201/1758 7-8 -495/107 89 = 572/95 9-10 = 804/144 1011 = 902/123 BOT CHORD 1 16 = -100/919 15-16 4/351 14 15 = -4/351 13-14 -1/267 12 13 = 1/257 11 12 : 90/792 WEBS 3 16 = 424/110 5 16 --11/478 14 17 = 1612/210 7-14 = 4/105 7-12 = -9/454 9-12 ^ 376/103 6 17 = 1461/203 5-18 = 1964/321 18-19 = 1964/321 17-19 1964/321 7 17 = 1964/321 NOTES (9) 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE7 98 85mph TCDL=60psf BCDL=30psf h=11ft Cat II ExpC enclosed C C Intenor(l) Lumber D0L=1 33 plate gnpD0L=1 33 Plate metal D0L=1 33 3) All plates are MT20 plates unless othenwise indicated 4) This tnjss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 64 Ib uplift at joint 1 156 fb uplift at joint 14 and 62 Ib uplift at joint 11 6) Load case{s) 1 has/have been modified Building designer must review loads to venfy lhat they are correct for the intended use of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) The desigtt/seleclion of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section loads applied lo the face of the truss are noted as front (F) or back (B) Job 2XTRUSSES Alliance/TruTrus Tolleson AZ Truss Truss Type Qty Ply R2E MONO TRUSS 2 1 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 1720G8MlTek'lndustnes Inc Wed Mar 04 10 0951 2009 Page l' 4 00ri2' Scale = 1 55 7 3x4 - Plate Offsets iX,Y) [1 0-0-10,0 1 12) LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 57 BC 0 50 WB 0 69 (Matnx) DEFL in (loc) l/defl Ud Vert(LL} 0 10 8 10 >999 240 Vert(TL) 016 810 >999 240 Hor2(TL) 0 02 12 n/a n/a PLATES MT20 GRIP 197/144 Weight 74 Ib LUMBER TOP CHORD 2 X 4 SPF No 2 BOT CHORD 2X4SPFN02 WEBS 2 X 4 SPF No 3 OTHERS 2X4SPFN03 SLIDER Left2X4 SPF No32 11 7 BRACING TOP CHORD Sheathed or 5 3-4 oc purlins except end verticals BOTCHORD 7-0-0 00 braang JOINTS 1 Brace at Jl(s) 8 3) C-C Wind Lumber inCTease=i 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert l-7=-6 1-6=17 Horz 1-6= 29 REACTHDNS (Ib/size) 1 12 Max Horz 1 Max Uplift 1 12 642/0 5 8 617/0-1-8 176(LC 3) -68(LC 3) -123(LC 3} FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1 2 = 1281/130 2 3 = 1180/144 3-4 = 943/76 4 5 = 833/88 5-6 = 126/0 8 11 = -79/487 6 11 = 79/487 BOT CHORD 1 10 = 264/1151 9-10 = 139/625 8 9 = 139/625 7-8 = 0/0 WEBS 3-10 = 5-8 11-12 = -383/134 -716/164 11/49 5 10 = 28/466 6-12 = -619/124 NOTES (7) 1) This truss has been checked tor uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 Opsf h=26ft Cat II ExpC enOosed C C intenor(l) LumberD0L=1 33plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tnjss has been designed lor a 10 0 psf bottom chord live load nonconcun'ent with any other live loads 4) Beanng at joint(s) 12 considers parallel to gram value using AN5I/TP11 angle to gram formula Building designer should venfy capacity of beanng surface 5) Provide mechanical connection (by others) of truss to beanng plate 3ljoint{s} 12 6) Provide mechanical connection (by others) of truss lo beanng plate capable of withstanding 68 Ib uplift at joint 1 and 123 Ib uplift al joint 12 7) This job IS valid only if the tnjss is fabncated by ALLIANCE TRUTRUS INC , TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=i 25 Plate increase=1 25 Uniform Loads (plf) Vert 1 7= 10 1-6=-64 2) IBC BC Live Lumber lncrease=1 25 Plate lnaease=1 25 Unifonn Loads (plf) Vert 1 7=-30 1-6=-32 Job 1 Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R2F GABLE 1 1 BOYS 8. GtRLS CLUB, 08-1466 Job Reference (optional) Alliance/Icu I lus lolleson AZ tibJb^ Allen washburn 7040sApr172008MiTeklnauslrles Inc Wed Mar 04 10 09 54 2009 Page 1 [__ 175J) 17 so 15 Plate Offsets (X.Y) !1 0-0-14,Edqe) (20 0 3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PUTES GRIP TCLL 16 0 Plates Increase 1 25 TC 0 92 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 16 0 Lumber Increase 1 25 BC 0 84 Ven(TL) n/a n/a 999 BCLL 0 0 Rep Stress Incr NO WB 0 29 Horz(TL) -0 05 16 n/a n/a BCDL 5 0 Code UBC97/ANSI95 (Matnx) Weight 90 lb Scale = 1 48 8 6x8 -17 16 LUMBER TOP CHORD 2X4SPFN02 Except T12X4SPF2100F18E BOT CHORD 2 X 4 SPF 1650F 1 5E Except B22X4SPF No2 WEBS 2X4 SPF No 3 OTHERS 2X4 SPF No 3 SLIDER Left2X4SPF N031-63 BRACING TOP CHORD Sheathed or 3-0-0 oc puilins except end verticals BOT CHORD Rigid ceiling directly applied or 3-4-2 oc bracing WEBS 1 Rowatmidpt 15-16 TOP CHORD 1-2 3-4 5* 7^8 9 10 11 12 13 14 15 16 -4581/4314 3616/3418 3000/2838 2321/2194 1596/1607 1287/1208 -618/578 74/57 BOT CHORD REACTIONS (Ib/size) 1 16 17 18 19 20 21 22 23 24 25 26 27 Max Horz 1 Max Uplift 1 16 17 18 19 20 21 22 23 24 25 26 27 Max Grav 1 = 16 17 18 19 20 21 22 23 24 25 26 27 85/17 5-0 40/17 5-0 95/17 5-0 101/17-5-0 99/17 5 0 99/17 5-0 98/17 5-0 99/17-5-0 99/17-5-0 97/17 5-0 106/17 5-0 62/17 5-0 198/17 5-0 228(LC 9) -1879(LC 15) 109(LC 10) 139{LC 9) -44(LC 10) 51 (LC 10) -63(LC 9) -55(LC 10) 38(LC 9) 33{LC 10) 39(LC 9) 91 (LC 10) 286(LC 9) -e85(LC 10) 2017{LC 8) 133(LC 7) 208(LC 8) 112(LC 7) 119{LC 7} 131{LC 8) 121(LC 7) 106(LC 8) 100(LC 7) 106(LC 8) 160(LC 7) 344(LC 8) 973(LC 7) 1 27 25 26 •-23 24 •- 21 22 • 19 20 • 17 18 •- WEBS 14 17 • 12 19 •• 10 21 • 7 23 5 25 •• 3 27 •• 3951/3950 3013/3012 2400/2399 1788/1787 1195/1195 564/564 131/85 -109/64 109/63 -86/40 -128^2 -822/772 2 3 = -4196/3981 Verl 1-16=-6 1 15=25 4 5 = 3354/3159 Horz 1-15= 37 6-7 = 2662/2517 4) MWFRS Wind Right Lumber lncrease=1 33 Plate B9 = 1983/1873 lncrease=l 33 Pit metal=1 33 10 11 = 1635/1543 Uniform Loads (plf) 12 13 = 957/900 Vert 1 16=-6 1 15=14 14 15 = 299/279 Horz 1 16= 26 5) MWFRS 1st VWnd Parallel Lumber lncrease=1 33 Plate lncrease=l 33 Pit metat=l 33 26 27 = -3319/3318 Uniform Loads (plf) 24 25 = -2707/2689 Vert 1 16=-6 1 16=25 22 23 = -2094/2093 Horz 1 15= 37 20 21 = -1482/1481 6) MWFRS 2nd Wind Parallel Lumber lncreasa=1 33 Ptale 18 19 = -870870 lncrease=1 33 Pit metal=1 33 16 17 = -257/257 Unifonn Loads (pll) Vert 1 16=-6 1-15=9 13 18 = 91/44 Horz 1 15=21 11 20 = 119/72 7) Regular Drag LCfl Left Lumber lncrease=l 33 Plate 822 = -92/46 lncrease=l 33 Pit melal=l 33 6 24 = -89/44 Uniform Loads (plf) 4 26 = 284/239 Vert 1 16=-10 1 2=68 2 15=13 FORCES (Ib) Maximum Compression/Maximum Tension Continued on page 2 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0psf h=26ft Cat II Exp C, enclosed MWFRS (low nse) gable end zone Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) Tnjss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face) see MiTek 'Standard Gable End Detail 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcufreni wiUi any other live loads 5} All plates are 2x4 MT20 unless otnerwise indicated 6) Gable requires continuous bottom cfiord beanng 7] Gable studs spaced at 1-4-0 oc 8} Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1879 lb uplift at joint 1 109IQ uplift at joint 16, 1391b uplift al joint 17.44 Ib uplift al joint 18 51 10 uplift at joint 19 63 Ib uplift at joint 20 55 Ib uplift at joint 21 38 Ib uplift at joint 22, 33 lb uplift al joint 23, 39 Ib uplift al joint 24 91 Ib uplift at joint 25 286 Ib uplift at joint 26 and 885 Ib uplift al joint 27 9) This tmss has been designed for a total drag load of 4000 Ib Conned tmss lo resist drag loads abng bottom chord from 0-0-0 10 17 5-0 for 229 7 plf 10] This job IS valid only if the truss is fabncated by Al LIANCE TRUTRUS INC TOLLESON AZ LOAOCASE(S) 1) Regular Lumber lncrease=l 25 Plate lncrease=l 25 Unifonn Loads (plf) Vert 1 16=-10 1 15=-64 2) IBC BC Live Lumber lncraase=1 25, Plate lncreasa=l 25 Uniform Loads (plf) Vert 1 16S-30 1 15= 32 3) MWFRS Wind Left Lumber lncrease=1 33 Plate lncrease=1 33 Pit melal=1 33 Unifonn Loads (plf) Horz 1-2=399 2 15=689 Drag 1-16= 230 8) Regular-Drag LCfil Right Lumber lncreasB=l 33 Plate lncrease=1 33 Pit metal=l 33 Unifonn Loads (pit) Vert 1-16—10 1 2=-196 2 15= 141 Horz 1 2=399 2-15=-689 Drag 1 16=230 9) MWFRS Wind Left Drag LC«1 Left Lumber lncrease=l 33 Plate lnaease=1 33 Pit meial=1 33 Uniform Loads (plf) Vert 1-16= 6 1-2=158 2 15=102 Horz 1 2=361 2 15=652 Drag 1 16= 230 10) MWFRS Wind Left Drag LC«1 Right Lumber lnaease=1 33 Plate lncrease=l 33 Pll meial=1 33 Uniform Loads (plf) Verl 1 16=-6, 1 2=-107 2-15= 51 Horz 1 2=-436 2 15=-726 Drag 1 16=230 11) MWFRSWind Right-Drag LCtfl Left Lumber lnorease=1 33 , Plate lncrease=1 33 Pll metal=1 33 Uniform Loads (plf) Vert 1 16=-6,1 2=146 2 15=90 Horz 1-2=373,2 15=663 Drag 1-16= 230 12) MWFRS Wind Right-Drag LCtfl Right Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1 16=-6 1 2=-119 2 15=-63 Horz 1-2=-424 2 15=715 Drag 1-16=230 13) MWFRS 1st Wind Parallel Drag LCtfl Left Lumber lncrease=1 33 Plate lncrease=l 33 Pll meial=1 33 Unifomi Loads (plf) Vert 1 16=^6, 1 2=158, 2 15=102 Horz 1-2=361 2 15=652 Drag 1-16=230 14) MWFRS isi Wind Parallel Drag LCtfl Right Lumber lncrease=1 33 Plate lncrease=1 33 Pit melal=1 33 Unifonn Loads (pit) Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R2F GABLE 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optwrwl) Alliance/TruTius Tolleson AZ 85353 Allen washbum 7 040 s Apr 1/2008 Milek Industnes Inc Wed Mar 04 10 oa 54 2009 Hage:; LOAD CASE(S) UniJorm Loads (plf) Vert 1 16=-6 1-2= 107 2-15=51 Horz 1-2=^36 2-15=726 Drag 1 16=230 15) MWFRS 2nd Wind Parallel Drag LCtfl Left Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal=1 33 Uniform Loads (plf) Verl 1-16=-6 1-2=142 2-15=86 Horz 1 2=377 2 15=668 Drag 1 16= 230 16) MWFRS 2nd Wind Parallel-Drag LCtfl Right Lumber lncrease=l 33 Plate lnaease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1 16=-6 1 2-123 2 15=-67 Horz 1 2=-420 2 15=710 Drag 1 16=230 2XTRUSSES Truss Truss Type Qty Ply R3A MONO TRUSS 1 CM 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2008 MiTsk Industnes Inc Wed MaTW 10 19 22 2009 Page! 17 &J) ^ Scale = 1 56 •388# LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 16 0 Plates Increase 1 25 TC 0 45 Vert(LL) 0 06 1 9 >999 240 MT20 197/144 TCDL 15 0 Lumber Increase 1 25 BC 0 46 Vert(TL) 013 1 9 :>999 240 BCLL 0 0 Rep Stress Incr NO WB 0 66 Horz(TL) 0 03 6 n/a n/a BCDL 5 0 Code UBC97/ANSI95 (Matnx) Horz(TL) Weight 161 Ib LUMBER TOP CHORD 2X4SPFN0 2 BOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2X4SPFN0 3 BRACING TOP CHORD Sheathed or 5-8 1 oc purlins except end verticals BOT CHORD 2-0-0 oc bracing WEBS 1 Rowal midpt 5-6 REACTIONS 1 6 Max Horz 1 Max Uplift 1 = 6 (ib/size) 2317/0 5-8 2317/Mechanical 512(LC 7} 781(LC 6] 388{LC 3] FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2 = ^559/2039 2-3 = -2521/1368 3-4 = 2418/779 4 5 = 782/660 6-6 = 162/52 BOTCHORD 1- 10 = 89 7 11 = WEBS 2- 9 = 2-7 -1723/4204 -953/4204 949/2338 150/1224 -2010/350 9 10 = 953/4204 7-8 = 953/4204 6 11 = -949/2338 47 4-6 = 276/2023 = 2816/469 Uniform Loads (plf) Vert 1-6=30 1 5=-32 3) C-C Wind Lumber lncrease=l 33 Plate lncrease=l 33 Pit me lal=1 33 Uniform Loads (plf) Vert 1-6=24(F=30) 1 5=17 Horz 1-5= 29 4) Regular Drag LC#1 Left Lumber Increas6=l 33 Plate lncrease=1 33 Pit metal=1 33 Uniform Loads (plf) Vert l-6=-10, 1-2= 20 2-5=-26 Horz 1-2=290 2 5=340 Drag 1 10= 1000 6-11= 1000 5] Regular-Drag LCtfl Right Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal=l 33 Uniform Loads (plf) Vert 1-6=-10 1 2=-10e 2 5= 102 Horz 1-2=-290 2 5=-340 Drag 1-10=1000 6-11=1000 6) C C Wind Drag LCtfl Left Lumber lncrease=1 33 Plate lncrease=1 33 Pll metal=1 33 Uniform Loads (plf) Vert 1-6=-6 1 2=61 2-5=55 Horz 1 2=261 2-5=310 Drag i 10=-1000 6 11=-1000 7) C-C Wind Drag LCtfl Right Lumber lnaease=l 33 Plate increase=1 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1-6=-6 1 2=-27 2 5=20 Horz 1 2= 320 2 5= 369 Drag 1 10=1000 6 11=1000 NOTES (9) l)2-ply tmss to be connected together with lOd (0 131 'x3 ) nails as follows Top chords connected as follows 2X4 1 row at 0 9 0 oc Bottom chords connected as follows 2X6 2 rows at 0-9 0 oc Webs connected as follows 2X4-1 row at 0 9-0 oc 2] All loads are considered equally applied lo all plies except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply lo ply connections have been provided to distnbute only loads noted as (F) or (B) unless otherwise indicated 3) This tmss has been checked for unifonn roof live load only except as noted 4) Wind ASCE7 9B 85mph TCDL=6 0psf BCDL=3 Opsf h=26ft Ca! Jl ExpC Enclosed, C-C Intenor(l) Lumber D0L=1 33plate gnp D0L=1 33 Plate metal D0L=1 33 5) This tmss has been designed for a 10 0 psf boftom chord live load nonconcurrenl with any other live loads 6) Refer to girder(s) for tnjss to truss connections 7) Provide mechanical connection (by others) of taiss to bearing plate capable of withstanding 781 Ib uplift at joint 1 and 388 Ib uplift at joint 6 8) This tmss has been designed for a total drag load of 2000 Ib Connect tmss to resist drag loads along bottom chord from 0 0-0 to 1 0 0 16 8 Oto 17 8 0for 1000 0plf Sj This job (s valid only if tfie truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plate Increase=1 25 Uniform Loads (plf) Vert 1-6=204(F= 194) 1-5=-64 2) UBC Lumber lncrease=1 25 Plate Increase^l 25 Job 2XTRUSSES Truss R3B Alliance/TruTrus Tolleson AZ 85353 Allen washbum Truss Type MONO TRUSS Ply BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2008 MiTek Industnes Inc Fn Jan 09 15 28 37 2009 Page 1 Scale = 1 56 8 64Efi!3l32# Plate Offsets (X,Y) [10-0 10,0 2-31 L0/U3ING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase i 25 Lumber Inaease 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 44 BC 0 52 WB 0 84 (Matnx) DEFL in (locj l/defl L/d Verl(LL) 013 7 9 >999 240 Vert(TLl -0 20 7 9 >999 240 Horz(TL) 0 03 7 n/a n/a PUTES MT20 GRIP 197/144 Weight 69 Ib LUMBER TOP CHORD 2X4SPFN02 BOT CHORD 2X4 SPF No 2 WEBS 2X4SPFN03 SLIDER Left2X4SPF N032 11-7 BRACING TOP CHORD Sheathed or 5 3 2 oc purlins except end verticals BOTCHORD 8 0 0 oc bracing WEBS 1 Row at midpl 6 7 REACTIONS 7 1 Max Hoiz 1 = Max Uplift 7 1 = (Ib/size) 648/Mechanical 648/0 5-8 181(LC 3) 132(LC 3) -68(LC 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2 = 1297/127 2 3 = 1195/141 3-4 = 964/73 4 5 = -854/86 5-6 = 93/26 6 7 = 158/52 BOT CHORD 1-9 = 266/1165 8 9 = -145/648 7-8 = -145/648 WEBS 39 57 373/132 766/177 5 9 = 24/476 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2] Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0pSf h=26ft Cat II Exp C, enclosed C-C lntenor{1). Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 4) Refer to girder(s) for tmss to truss connections 5) Provide mechanical connection (by others) of tmss lo beanng plate capable of withstanding 132 Ib uplifl at joint 7 and 68 Ib uplift al joint 1 6) This job IS valid only if the tmss is fabricated by ALLIANCE TRUTRUSINC TOLLESON AZ LOAD CASE(S) Standard Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R3C MONO TRUSS 2 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Altiance/TmTms Tolleson AZ 85353 Allen washbum 5-9-2 1 11 7-S 7 041) s Apf 1 / 200B MlTek lr>dustnes Inc Fri Jan 09 15 ' 17M 1 5g^2009 Pagel 5-B-2 S-10-7 4 00 6-0-7 \W 2x6 II Scale = 1 56 8 W4 |! 1 1 "I |;i I 1 5x6 II 3x4 9 8 7 1 8x8 - J 3x4 = 17S-0 8x8 Plate Offsets (X,Y) fl 0 3-11,0 2-2], f7 Edge,0 3 8] LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC ac 0 59 0 52 WB 0 71 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 Ven(TL) n/a - n/a 999 Horz{TL) 0 02 7 n/a n/a PLATES GRIP MT20 197/144 Weight 691b LUMBER TOP CHORD 2X4SPFNo 2 BOT CHORD 2 X 4 SPF No 2 WEBS 2X4 SPF No 3 SLIDER Left2X4 SPF No32 11 7 BRACING TOP CHORD Sheathed or 4 7-4 oc purlins except end verticals BOT CHORD Rigid ceiling directly applied or 4 2-6 oc bracing WEBS 1 Row al midpt 6-7 5-9 5 7 REACTIONS (Ib/size) 7 305/17 8-0 1 301/17-8-0 9 691/17-8-0 Max HOIZ 1 181 (LC 7) Max Uplift 7 827(LC 7) 1 785(LC 6) 9 1481 (LC 6) Max Grav 7 1053(LC 4) 1 1070(LC 5) 9 2067(LC 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1 2 = 2220/1625 3-4 = 764/686 5-6 = 1496/1367 BOT CHORD 1 9 = 1967/2137 7-8 = 1114/1210 WEBS 3-9 = 563/255 5-7 = 1456/1365 2-3 4 5 6-7 89 59 = 1308/1289 = -817/884 = 165/57 = -1029/1125 = -2164/1653 NOTES (7) 1) This tmss has been checked for unifonn roof live load only, except as noted 2) Wind ASCE 7 98 85mph TCDL=6 Opsf BCDL=3 Opsf h=26(l Cat II ExpC enclosed, C-C lntenor{1) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) Gable requires continuous bottom chord beanng 4) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 5) Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 827 Ib uplift at pint 7 785 Ib uplift at joint 1 and 1481 Ibuplift aljoint 9 6) This tmss has been designed for a total drag load of 4000 Ib Connect tmss to resist drag loads along bottom chord from 0 0 0 to 17 8 0 for 226 4 plf 7) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard Job 2XTRUSSES Alliance/TruTrus Tolleson AZ Truss R4A 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Reference (optional) s Apr 17 2008 MlTek Industnes Inc Wed War 04'175516 2009 Page 1 Scale = 1 44 0 Plate onsets (X,y) [10 2 12,0-3-6), [17 0 3 3,0-3-6] LOADING (psf) TCLL 16 0 TCDL 160 BCLL 00 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 08 BC 0 05 WB 0 03 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 HorzfTL) 0 00 17 n/a n/a PLATES MT20 GRIP 197/144 Weight 87 Ib LUMBER TOP CHORD 2X4SPFN0 2 BOT CHORD BOT CHORD 2 X 4 SPF No 2 18 19 = 0/28 17 18 = 0/28 OTHERS 2 X 4 SPF No 3 WEBS SLIDER 9 24 = -69/0 8 25 = -64/22 Len2X4SPF N031-63 7 26 = 86/29 6 28 = -85/27 Right2X4SPF No3 1-6 3 5 29 = -90/29 4 30 = -61/19 BRACING 3 31 = 155/52 10 23 = -84/22 TOP CHORD 11 22 = -86/29 12 21 = -85/27 Sheathed or 6-0-0 oc puriins 13 20 = -90/29 14-19 = -61/19 BOT CHORD 15-18 = -155/52 8-0-0 oc braang NOTES (9) REACTIONS (Ib/size) 1) This tmss has been checked for uniform roof live load only 1 99/21 6 0 except as noted 17 99/21-6 0 2) Wind ASCE 7-98 85mph TCDL=6 0psf BCDL=3 0psf 24 82/21-6-0 h=26ft Cat II ExpC enclosed CCIntenor{i) Lumber 25 97/21-6-0 D0L=1 33 plate gnp DOL=l 33 Plate metal OOL=l 33 26 100/21-6-0 3) Tmss designed for wind loads in the plane of the truss only 28 97/21-6-0 For studs exposed to wind (normal to the face) see MiTek 29 106/21-6-0 'Standard Gable End Detail 30 63/21-6 0 4) All plates are 2x4 MT20 unless othetwise indicated 31 193/21-6-0 5) Gable requires continuous bottom chord beanng 23 97/21-6-0 6) Gable studs spaced at 1-4-0 oc 22 100^21-60 7) This tmss has been designed for a 10 0 psf boftom chord live 21 97/21-6-0 load nonconcun'ent with any other live loads 20 106/21-6^3 a) Provide mechanical connection (by others) of tmss to beanng 19 63/21-6 0 plate capable of withstanding 8 Ib uplift at joint 1, 6 Ib uplift at 18 193/21-6-0 joint 17 14lbupliftaljoint25 21 lb uplift aljoint 26 191b uplift Max Uplift at joint 28 21 Ib uplift at joint 29 11 Ib uplift at joint 30 44 lb 1 -8<LC 3) uplift al joint 31 14 lbupliflatjoint23 21 lb uplift at joint 22 19 17 -8(LC 3} Ibuplift aljcHnt 21, 21 Ib uplift at |oint 20 11 lb uplift at joint 19 25 14(LC 3) and 44 Ibuplift at joint IB 26 21 (LC 3) 9) This job IS valid only if the truss is fabncated by ALLIANCE 28 19(LC 3) TRUTRUS INC TOLLESON AZ 29 21 (LC 3) 30 11 (LC 3) LOAD CASE{S) 31 -44(LC 3) 1) Regular Lumber lncrease=1 25 Plate lncfease=i 25 23 14(LC 3) Uniform Loads (ptf) 22 21 (LC 3) Ven 1-9=-64 9 17=-64 1 17=-10 21 19(LC 3) 2) UBC Lumber lncrease=l 25 Plate lncrBase=l 25 20 21(LC 3) Uniterm Loads (plf) 19 11 (LC 3) Vert 1 9=32 9 17= 32, 1 17=-30 18 -44(LC 3) 3) C-C Wind Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal=1 33 FORCES (Ib) - Maximum Compression/Maximum Tension Unifonn Loads (plf) TOP CHORD Vert 1 9=17 9 17=17 l-l7=-6 1 2 = -70/0 2-3 = 28/0 Horz 1 9=-29 9 17=29 3-4 = 49/22 4 5 = -41/33 5-6 -43/47 6 7 = -43/61 7-8 -43/75 8 9 = -42/87 910 = -42/87 10 11 = -43/75 1M2 = ^3/61 12-13 = -43/47 13-14 = -41/33 14 15 = 49/22 15 16 = 28/0 16-17 = 70/0 BOTCHORD 1 31 = 0/28 30-31 = 0/28 29-30 = 0/28 28 29 = 0/28 27 28 = 0/28 26 27 = 0/28 25-26 = 0/28 24-25 = 0/28 23 24 = 0/28 22 23 = 0/28 21 22 = 0/28 20 21 = 0/28 19 20 = 0/28 Job Truss Truss Type Qty Ry BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R5A GABLE 1 1 BOYS & GIRLS CLUB /1466 Job Reference (optional) Alliance/TruTrus Tolleson A2 85353 Allen washbum 7 040 s Apr 17 2008 MlTek Industries Inc Fn Jan 09 lb 28 40 2009 Pagel 7 11 13 14 6 11 21 1-a , 2&-6-0 , 3J 10 12 •13-3 8 5i-e4 , SI 0-0 6-6 14 6-fr14 4 00112" Scale = 1 163 0 49?#/-272# 6 1-0 4-e-O 5-1 12 5 1 12 Plate Offsets (X,Y| [1 02 12 0-2-0] [12 0-4 0,0 2-121 [23 0-4-0.0 0 111 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase i 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 55 BC 0 88 WB 0 96 (Matnx) DEFL in (loc) l/defl Ud Ven{LL) -0 25 13-15 >999 240 Ven(TL) 0 39 13 15 >999 240 Horz(TL) 0 06 12 n/a n/a PLATES MT20 GRIP 197/144 Weight 5551b LUMBER TOP CHORD 2X6SPFNo2 BOT CHORD 2 X 6 SPF 1650F 1 5E 'Except' Bl 2 X 6 SPF No 2 B5 2 X 4 SPF 1650F 1 5E B4 2 X 6 SPF No 2 B7 2 X 6 SPF 2400F 2 OE WEBS 2 X 4 SPF No 3 "Except W7 2 X 4 SPF No 2 W9 2 X 4 SPF No 2 W12 2 X 4 SPF No 2, Wll 2 X 4 SPF No 2 W)32X4SPFNo2 W)42X4SPFND2 W162X4SPF No 2 OTHERS 2 X 4 SPF No 3 'Excepf ST32 2 X 4 SPF No 2 BRACING TOP CHORD Sheathed or 2 10 5 oc purlins BOT CHORD 6 0 0 oc bracing WEBS 1 Rowatmidpt 7 20 9-17 11-15 2 Rows al 1/3 pts 5 23 JOINTS 1 Brace al Jl(s) 25 20 WEBS 9 15 = 54/532 11-13 = 0/291 11 15 = 1059/307 19 21 = 0/80 REACTIONS (Ib/Size) 1 12 23 Max Horz 1 Wax Uplift 1 = 12 23 Max Grav 1 12 23 285/0 5 8 1216/0-5-8 2989/0-5-8 138(LC 7) 272(LC 6] 1105(LC 7) 726(LC 7) 494(LC 5) 2121 (LC 4) 3296(LC 4) NOTES (11) 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 0psf BCDL=3 0psf h=26ft Cat II ExpC enclosed C-C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face) see MiTek Standard Gable End Detail 4) WARNING The unusually long span and/or configuration of this tmss requires lhal extreme care be used in its application Use proper transportation unloading and erection methods Assure that all required web lateral braang is communicated to the building contractor Ensure that over all building bracing is designed by a qualified engineer, architect or building designer 5) All plates are 4x6 MT20 unless otherwise indicated 6) Gable studs spaced al 1-4 0 oc 7) This tnjss has been designed for a 10 0 psf bottom chord live load nonconcunent with any other live loads 8) Beanng atjoint(s) 1 considers parallel to gram value using ANSI/TP11 angle to gram formula Building designer should venfy capaaty of beanng surface 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 272 Ib uplift aljoint 1 1105 Ib uplift at )Oinl 12 and 726 lb uplift at joint 23 10) This truss has been designed fot a total drag load of 3000 lb Connect truss to resist drag loads along bottom chord from 0 0 0 to 1 0-0 21-6 Oto 61 0 0 for 74 1 plf 11) Thisiob IS valid only if the tiuss is fabncalsO by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 3-4 5-6 7-8 9 10 tl 12 -1477/1094 -484/1078 782/1167 2244/1908 3834/2413 5481/3092 2-3 4 5 67 89 10 11 = -813/1265 = -339/1467 = 1256/1451 = 2789/2105 = 4140/2611 BOTCHORD 1-114 : 25 26 •• 23 24 •• 21-115: 18 20 : 19 22 •• 17 18 •• 15-16 • 13-14 WEBS 2 25 4 25 •• 5 24 5 20 : 7-20 : 917 -1000/1376 -996/1237 2012/961 1883/881 146/241 74/74 988/1041 -1508/2998 -2205/4334 12/330 -420/810 273/730 505/2162 -1312/370 1138/255 26 114 : 24 25 •• 23 115: 20 21 : 6-20 : 18-19 16 17 • 14 15 •• 12-13 • 2 25 4 24 5 23 : 17-20 •• 1 17 937/1339 1653/1038 -1883/925 -1809/851 1120/623 369/369 948/2438 1646/4049 2878/5002 -874/284 -710/296 2789/580 328/1085 -139/608 Job Truss Truss Type oty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R5B ROOF TRUSS 8 1 BOYS & GIRLS CLUB /1466 Job Reference (optional] Alliance/TmTrus Tolleson AZ 85353 Allen washbum 7 040 s Apr 17 2008 MiTek Industries Inc Fn Jan 09 15 28 40 2009 Page f 6-6 IJ 6-6-14 4oonT 5x8 -Scale = 1 159 9 10-9-0 , 15 10 12 8x8 - 21-O-e , 26-4-1 Plate Offsets (X Y) [1 0 2-12,0 2-01 [12 0 2 12,0 2-0) [23 0-4-0,0-0 111 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Stress tnct YES Code UBC97/ANSI95 CSi TC 0 36 BC 0 92 WB 0 91 (Matnx) DEFL in (loc) l/defl L/d Veil(LL) -Oil 13 15 >999 240 Vert(TL) 0 26 13 15 >999 240 Horz(TL) 0 04 i^ n/a n/a PLATES MT20 GRIP 197/144 Weight 354 Ib LUM^R TOP CHORD 2X6SPFN02 BOT CHORD 2 X 6 SPF No 2 'Except- B2 2 X 6 SPF 1650F 1 5E B5 2 X 4 SPF No 2 WEBS 2 X 4 SPF No 3 'Except- W5 2 X 4 SPF No 2 W7 2 X 4 SPF No 2 WIO 2 X 4 SPF No 2 W9 2 X 4 SPF No 2 Wl 1 2 X 4 SPF No 2, W12 2 X 4 SPF No 2 W142X4SPF No 2 BRACING TOP CHORD Sheathed or 4-0-14 oc purlins BOTCHORD 6-0 0 oc bracing WEBS 1 Row at midpt 7 20 9 17 11 15 2 Rows al 1/3 pts 5 23 JOINTS 1 Brace at Jt(s) 25 20 REACTIONS (Ib/size) 1 12 23 Max Horz 1 = Max Uplift 1 12 23 3) WARNING The unusually long span and/or configuration of this tmss requires that extreme care be used in its application Use proper transportation unloading and erection methods Assure that all required web lateral bracing is communicated to the building contractor Ensure thai over all building bracing is designed by a qualified engineer, architect ot building designer 4) All plates are 4x6 MT20 unless otherwise indicated 5) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 6) Beanng at joint(s) 1 considers parallel to gram value using ANSI/TPI 1 angle to gram formula Building designer should verify capacity of beanng surface 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 62 lb uplift al loinl 1 199 Ib uplift at joint 12 and 422 Ib uplift at joint 23 8] This job IS valid only if the truss is fabncated by ALI lANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard 272/0 5-8 1209/0-5 8 3008/0 5-8 77(LC 3) -62(LC 3) 199(LC 3) -422(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 2 -357/58 2 3 = 74/596 3-4 51/716 4-5 = -43/1184 5-6 = 0/278 67 = 0/296 7-a 761/279 8-9 = -914/250 9 10 1774/381 10 11 = 1861/353 11 12 = 2820/483 BOTCHORD 1-26 0/274 25 26 = 11/134 24-25 = -908/255 23 24 = 1432/350 21-23 = -1318/330 20 21 = 1318/330 18 20 = 0/190 6 20 = 556/45 19 22 = 0/0 18-19 = 0/0 17 IB = 3/53 16-17 = 209/1683 15 16 = 209/1683 14 15 = -391/2568 13 14 = 391/2568 12 13 = -391/2568 WEBS 2-^26 0/332 2 25 = 805/210 4 25 = 0/371 4 24 = 531/126 5-24 = 84/533 5 23 = 2608/385 5 20 215/1889 17-20 = 29/772 7 20 1237/289 7 17 = -69/612 9 17 1103/220 9 15 = -20/533 11 15 = 950/195 11 13 = 0/288 19-21 = 0/79 NOTES (8) 1) This truss has been checked for uniform roof live load only excepl as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0pst h=26ft Cat II Exp C, enclosed, C C imenor(l) Lumber D0L=1 33 plale gnp D0L=1 33 Plate metal D0L=1 33 Job Truss Truss Type Qty Ply 2XTRUSSES R5C MONO TRUSS 1 1 Alliance/TruTrus Tolleson AZ 85353 Allen washburn BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Reference (optional) Scale = 1 102 5 3x4 = Plaie Offsets (X,Y) [7 0 2 0,0-0-12) LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Inaease 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 39 BC 0 88 WB 0 90 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) 0 07 1 10 >999 240 Vert(TL) 0 17 1 10 >999 240 Horz(TL) 0 06 7 n/a n/a PLATES MT20 GRIP 197/144 Weight 150 Ib LUMBER TOP CHORD 2X6SPFN0 2 BOT CHORD 2X6SPFN0 2 WEBS 2X4SPFN0 2 OTHERS 2X4 SPF No 2 BRACING TOP CHORD Sheathed or 4 4-9 oc purlins except end verticals BOTCHORD 6 0 0 oc braang WEBS 1 Row at midpt 5 7 2-8 4 7 REACTIONS (Ib/size) 1 = 971/0 5-6 7 974/0 1 8 Max Horz 1 = 264(LC 3) Max Uplift 1 = 104(LC 3) 7 -193(LC 3) Max Grav 1 1064(LC 4) 7 974(LC 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1 2 = 2687/291 23 1653/362 3-4 = 1364/96 45 -634/488 5 7 = 249/81 BOT CHORD 1-10 = -393/2515 9-10 = 393/2515 8-9 = -393/2515 7-8 -924/2069 6-7 = -921/923 WEBS 2 10 = 0/287 4 3 -6/516 2-8 = 970/204 47 1149/231 LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plale lncrease=1 25 Unifonn Loads (plf) Vert 1-6=-10 1 5=-64 2) UBC Lumber lnaease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Veil 1-6= 30 1 5= 32 3) C C Wind Lumber lncrease=1 33 Plate lncrease=l 33 Pll metai=i 33 Uniform Loads (plf) fc^ij H(3rz l'5=-23' 4| User defined Lumber lncrease=1 60 Plale lnaease=l 33 Uniform Loads (plf) Ven l-6=-10(F) 1 2=-52(F) 2 5= 51(F) Horz 1-2= 156(F) 2 5=-168(F) Concentrated Loads (Ib) Horz 6=1500(F) 5) User defined Lumber lncrease=1 60 Plate lncrease=1 33 Unifonn Loads (plf) Vert 1-6= 10(F) 1 2= 12(F) 2 5= 13(F) Horz 1 2=156(F),2 5=168(F) Concentrated Loads (Ib) H0I2 6= 1500(F) AXIAL LOAD CASES NOTES (9) 1) This truss has been checked for uniform roof live load only except as noted 2] Wind ASCE 7 98, 35mph TCDL=6 Opsf BCDL=3 Opsf h=26ft Cat II ExpC enclosed C C [ntenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun'ent with any other live loads 4) Beanng atjoint{s) 7 considers parallel to grain value using ANSI/TP11 angle to grain formula Building designer should venfy capacity of beanng surface 5} Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 104 Ib uplift at joint 1 and 193 Ib uplift aljoint 7 6) Load case(s) 4 5 has/have been modified Building designer must review loads lo verify that they are correct for the intended use of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load{s] at 26 10 4 on bottom chord The design/selection of such connection device(s) is the responsibility of others 6) In the LOAD CASE(S) section loads applied to the face of the tmss are noted as front (F) or back (B) 9) This job IS valid only if the tmss is fabricated by ALLIANCE TRUTRUS INC TOLLESON AZ Job Truss Truss Type oty Ply 2XTRUSSES R5D MONO TRUSS 2 1 Alliance/TruTrus Tolleson AZ B5353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Reference (optional) 7 040 s Apr 17 2008 MiTek Industnes Inc Wed Mar 04 15 27 56 2009 Page 1 26-11-0 ^ Scale = 1 102 7 3x4 =: LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 16 0 Plates Inaease 1 25 TC 0 32 Vert(LL) -0 07 1 10 >999 240 MT20 197/144 TCDL 16 0 Lumber Increase 1 25 BC 0 53 Vert(TL) -0 17 1 10 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0 87 HorzfTL) 0 04 7 n/a n/a BCDL 5 0 Code UBC97/ANSI95 (Matnx) Weight 1501b LUMBER TOP CHORD 2X6 SPF No 2 BOT CHORD 2X6SPF N02 WEBS 2X4SPFN02 OTHERS 2 X 4 SPF No 2 BRACING TOP CHORD Sheathed or 4 8 2 oc puriins except end verticals BOT CHORD 6-0-0 oc bracing WEBS 1 Rowatmidpt 5 7 2-8 47 REACTIONS (Ib/size) 1 = 7 Max Horz 1 Max Uplift 1 7 971/0 5 8 971/0 1 8 264(LC 3) 104{LC 3) 194(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2 = 2119/204 3-4 = -976/93 5 7 = 244/79 BOTCHORD 1 10 = 392/1908 8 9 = 392/1908 6 7 =0/0 WEBS 2- 10 = 0/291 2-8 = 985/207 23 45 9-10 7^ 4-8 4 7 = -1130/64 = -137/37 = -392/1908 = 201/994 = 7/519 = 1140/229 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 0psf BCDL=3 0psf h=26ft Cat II, ExpC enclosed C C lntenor(1) Lumber D0L=1 33 plate gnp D0L=1 33 Plale metal D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Beanng at joint(s) 7 considers parallel to gram value using ANSI/TPI 1 angle to gram formula Building designer should verify capacity of beanng surtace 5) Prowtle mechanical connection (by others) of tmss to bearing plate capable of withstanding 104 lb uplift at joint 1 and 194 Ib uplift at joint 7 6) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE{S) 1) Regular Lumber lncrease=l 25 Plate Inorease=l 25 Uniform Loads (plf) Vert 1 7= 10 1 5=-64 2) UBC Lumber lnorease=1 25, Plate lnorease=l 25 Uniform Loads (plf) Vert 1 7=-30 1 5= 32 3) C C Wind Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal-1 33 Unifoim Loads (plf) Vert 1-7=6 1 5=17 Horz 1-5= 29 Job Truss Truss Type aiy Ply BOYS & GIRLS CLUB, 08-^466 2XTRUSSES R5E MONO TRUSS 1 1 BOYS & GIRLS CLUB /1466 Job Reference (optional) Alliance/TniTrus Tolleson AZ'85353 Allen washbum 7 040 s Apr 172008 MlTek Industnes Inc Wed Mar 04 15 38 06 2009 Pagel' Scales 1 102 5 .J2-6 3x4 = LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Inaease 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0 35 BC 0 57 WB 0 90 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) 0 07 1-10 >999 240 Vert(TL) -0 17 1 10 >999 240 HorzfTL) 0 07 7 n/a n/a PLATES MT20 GRIP 197/144 Weight 1501b LUMBER TOP CHORD 2 X 6 SPF No 2 BOT CHORD 2X6 SPF No 2 WEBS 2X4 SPF No 2 OTHERS 2X4SPFN0 2 BRACING TOP CHORD Sheathed or 4 2 9 oc purlins except end verticals BOTCHORD 6-0 0 oc bracing WEBS 1 Row at midpt 5 7 2-8 47 REACTIONS (Ib/size) 1 971/0-5-6 7 974/0-1-8 Max Horz 1 = 264(LC 3) Max Uplift 1 = 104(LC 3) 7 193(LC 3) Max Grav 1 1I36(LC 4) 7 974(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 2 2901/505 2 3 1757/466 3^ 1149/96 45 -689/543 5-7 249/81 BOT CHORD 1 10 = -566/2736 9-10 = -566/2736 8 9 -566/2736 7-8 -1141/2287 67 0/7 WEBS 2 10 = 0/287 48 = -6/516 2-8 970/204 47 1149/231 Uniform Loads (plf) Vert l-5=-10 1 5=-64 2) UBC Lumber lncr6ase=1 25 Plate lnaease=l 25 Uniform Loads (plf) Verl 1-6= 30 1-5= 32 3) C C Wind Lumber lncrease=1 33 Plate lncrease=i 33 Pit metaNl 33 Uniform Loads (pit) ^AJ5sa7, Hot lifc-291 4) User defined Lumber lncrease=1 60 Plale lnaease=l 33 Unifonn Loads (plf) Vert 1-6= 10(F) 1 2= 56(F) 2 5= 54(F) Horz 1-2= 185(F) 2 5= 200(F) Concentrated Loads (lb) Horz 7=1800(F) 5) User defined Lumber lncrease=l 60, Plate lncrea£e=1 33 Unifonn Loads (plf) Vert 1-6= 10(F) 1-2= 8(F) 2 5= 10(F) Horz 1 2=185(F} 2 5=200(F) Concentrated Loads (lb) Horz 7=-1800!F) AXIAL LOAD CASES NOTES (9) 1) This tmss has been checked for uniform tool live load only except as noleo 2) Wind ASCE 7 98 85mph TCDL=6 Opsf BCDL=3 0psf h=26H Cat II ExpC enclosed CCIntenor(1) Lumber D0L=1 33 plate gnp DOL=l 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chora live load nonconcun'ent with any other live loads 4) Beanng atjoint(s) 7 considers parallel to gram value using ANSI/TP11 angle to gram fonnula Building designer should verify capacity of beanng surface 5) Provide mechanical conneclion (by others} of tmss to beanng plate capable of withstanding 104 lb uplift at joint 1 and 193 lb uplift at joint 7 6) Load case(s) 4 5 has/have been modified Building designer must review loads to verify that they are con^eot for the intended use of this tmss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated iDad(s) at 26 9-4 on bottom chord The design/selection ot such connection device(s) is the responsibility ot others 6) (n the LOAD CASE(S) section loads applied to the face of Ihe tmss are noted as front (F) or back (B) 9) This job IS valid only if the truss is fabricated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD C/VSE(S) 1) Regular Lumber Increase^l 25 Plate lnaease=1 25 Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R6A GABLE 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Allen washburn 7 040 s Apr 17 2006 MlTek Industries Inc Fri Jan 09 15 28 43 2009 Page l" 4 00 12 4x6 = Scale = 1618 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 5x6 = 3x4 Plate Offsets (X,Y) (1 O 3 3,0 3-61, [27 0-3 3,0-3-61. 13S 0 3 0,0-3-0| LOADING (psf) SPACING 2-0-0 CSI DEFL in ( oc) l/defl L/d PLATES GRIP TCLL 16 0 Plates Inaease i 25 TC 0 27 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 16 0 Lumber Increase 1 25 BC 0 59 vert(TL) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0 07 HorzfTL) 0 01 37 n/a n/a BCDL 5 0 Code UBC97/ANS195 (Matnx) HorzfTL) Weight 1461b LUMBER TOP CHORD 2X4SPFN0 2 Max Grav BOT CHORD 2 X 4 SPF No 2 39 98(LC 6) WEBS OTHERS 2X4SPFN0 3 40 99[LC 4) 14 38 = 79/0 13-39 = 85/18 SLIDER 41 99(LC 5) 12-10 = 86/30 11-11 = 85/27 Left2X4SPF N031-6-4 42 = 99(LC 4) 10-12 = 85/27 8-13 = 85/28 Right2X4SPF No 3 1-6 4 43 99(LC 5) 7-14 = 85/28 6-45 = -86/28 BRACING 44 = 99(LC 4) 5-46 = 93/34 4-47 = -104/51 TOP CHORD 45 99(LC 5) 3-18 = -258/180 15-37 = 85/18 Sheathed or 6 0-0 oc pudins 46 = 109(LC 4) 16-36 = 86/30 17-35 = -85/27 BOTCHORD 47 = 119{LC 5) 18 34 = -85/27 20-33 = 85/28 6 0-0 oc braang 48 37 = 301 (LC 4) 98(LC 4) 21 32 = 23 30 = 85/28 22-31 = 86/28 93/34 24-29 = 104/51 REACTIONS (Ib/Size) 36 = 99(LC 5) 25 28 = 258/180 1 74/31-0-0 35 99(LC 4) 38 92/31-0 0 34 99(LC 5) NOTES 10) 39 98/31-0 0 33 = 99(LC 4) 1) This tmss has been checked for uniform roof live load only 40 99/31 0 0 32 = 99(LC 5) except as noted 41 99/31 0 0 31 = 99(LC 4) 2) Wind ASCE 7-98, 85mph, TCDL=6 Opsf, BCDL=3 Opsf 42 99/31-0 0 30 = 109(LC 5) h=26ft Cat II Exp C, enclosed C C lnterior[1) Lumber 43 99/31 0 0 29 = 1i9(LC 4) D0L=1 33 plale gnp D0L=1 33 Plate metal D0L=1 33 44 99/31 0-0 28 3D1(LC 5) 3) Truss designed for wind loads in the plane of the truss only 45 98/31 0-0 27 461(LC 4) For studs exposed to wing (normal to the face) see MiTek 46 102/31 0-0 Standard Gable End Detail 47 84/31-0-0 FORCES (Ib) Maximum Compression/fAaximum Tensiori 4) All plales are 2x4 MT20 unless otherwise indicated 48 151/31 0-0 TOP CHORD 5] Gable requires continuous bottom chord beanng 37 98/31-0 0 1 2 : 877/799 2-3 783/752 6] Gable studs spaced at 1 -4-0 oc 36 99/31-0-0 3-1 -690/662 4 5 -637/615 7) This tmss has been designed for a 10 0 psf bottom chord live 35 99/31-0-0 5-6 = 568/559 67 -500/505 load nonconcurrenl with any other live loads 34 99/31-0 0 7-8 -432/451 89 -364/397 8) Provide mechanical connection (by others) of tmss to beanng 33 99/31-0 0 9-10 = -317/340 10 11 = 296/342 plale capable of withstanding 381 Ib uplift at joint 1 101b uplift 32 99/31 0 0 11-12 = -228/288 12 13 = 160/235 atjoint39 22 Ib uplift aljoint 40 19 Ib uplift aljoint 41 I9ib 31 98/31 0 0 13 14 = 92/171 14-15 = 92/171 uplift at joint 42 20 lb uplift aljoint 43 20 lb uplift at joint 44 21 30 102/31-0-0 15 16 = 150/235 16-17 = 228/288 lb uplift at joint 45 28 lb uplift at joint 46 50 Ib uplift at joint 47 29 84/31 0-0 17 18 = 295/342 18-19 = -317/340 189 lb uplift at joint 48 10 Ib uplift aljoint 37, 22 lb uplift at joint 28 151/31-0 0 19 2Q = 364/397 20 21 = -432/451 36 19 Ibuplift at joint 35 19 lb uplift at joint 34 201bupliftat 27 74/31 0-0 21 22 = 500/505 22 23 = -568/559 joint 33 20 Ibuplitl aljoint 32 21 lb uplift at joint 31 2B Ibuplift Max Uplift 23 24 = -637/615 24 25 = -690/662 atjoinl30 SOIbuplift atjoint 29 189 lb uplift aljoint 28 and 381 1 -381 (LC 6) 25-26 = -783/752 26 27 = 877/799 lb uplift at joint 27 39 10(LC 6) BOTCHORD 9) This Iniss has been designed for a total drag load of 1500 Ib 40 22(LC 7) 1-48 = 740/797 47-48 = -635/692 Connect tmss to resist drag loads along bottom chord from 0 0-0 41 = 19(LC 6) 46-47 = 564/627 45-16 = 506/563 Io31-00for48 4 plf 42 19(LC 7) 44-45 = 441/498 43-44 = -377/434 10) This job IS valid only if the truss is fabncated by ALLIANCE 43 20(LC 6| 42^3 = 312/369 41-12 = -248/305 TRUTRUSINC TOLLESON AZ 44 = 20(LC 7) 40-41 = 183/240 39-40 = -119/176 45 -21 (LC 6) 38-39 = -54/111 37 3B = 54/111 LOAD CASE(S) 46 28(LC 7) 36 37 = -119/176 35-36 = 183/240 Slafidsrd 47 48 50{LC 5) 189(LC 7) 34 35 = 32 33 = 248/305 377/434 33-34 = 31-32 = 312/369 -441/498 37 10(LC 7) 30 31 = 506/563 29 3D = 564/627 36 22(LC 6] 28 29 = -635/692 27 28 = 740/797 35 19(LC 7) WEBS 34 19{LC 6) 14-38 = -79/0 13 39 = -85/18 33 20(LC 7) 12-40 = -86/30 11-11 = 85/27 32 20(LC 6) 10-42 = 85/27 8-13 = 85/28 31 21 (LC 7) 7-44 = 85/28 6-15 = 86/28 30 28(LC 6) 5-46 = 93/34 4-47 = 104/51 29 50(LC 7) 3-48 = 258/180 15-37 = s5/re 26 189(LC 6) 16 35 = 36/30 17-35 = 85/27 27 381 (LC 7) 18 34 = 85/27 20 33 = -85/28 Max Grav 21-32 = -85/28 22 31 = 86/28 1 = 461 (LC 5) 23 30 = 93/34 24 29 = 104/51 38 92(LC 4) 25 28 = 258/180 Alliance/TruTrus Tolleson AZ 85353 Allen washburn BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) ^ 7 040 s Apr 17 2008 MlTek Industnes Inc Wed Mar 04 16 14 20 2009 Pagel 7 7-i 4 00 [12" Scale = 1618 1147#/-176# 5x6 II 1147#/.176# Plale Offsets (X,Y) [1 0-3 7,0 2 14], [9 0-3-7.0 2 14], |11 0-4 0,0 3-0| LO/\DING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plaies Inaease 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 57 BC 0 67 WB 0 82 (Matnx) DEFL in (loc) I/deft L/d Vert(LL) -013 11 12 >999 240 Vert(TL) 032 11 12 >999 240 HorzfTL) 0 12 9 n/a n/a PLATES MT20 GRIP 197/144 Weight 112 lb LUMBER TOP CHORD 2 X 4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2 X 4 SPF No 3 -Excepf W2 2 X 4 SPF No 2, W2 2 X 4 SPF No 2 SLIDER Left2X4SPF No 3 4-1-2 Right2X4SPF No 3 4 1 2 BRACING TOP CHORD Sheathed or 3-6-0 oc pudms BOTCHORD 8 0-0 oc braong REACTIONS (Ib/size) 1 = 9 Max Uplifl 1 9 1147/0 5-8 1147/0 5-8 176(LC 3) -176(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -2580/392 3-1 = -1852/310 5-6 = 1781/336 7-8 = 2440/412 BOTCHORD 1-12 = 326/2354 10 11 = 326/2354 WEBS 3-12 = 0/227 5 11 = -67/668 7-10 = 0/227 2-3 4 5 67 89 2440/412 17B1/336 1852/310 2580/392 11 12 = 326/2354 9 10 = 325/2354 3-11 = 713/155 7-11 = 713/155 NOTES (5) 1) This tmss has been checked for uniform roof live load only excepl as noted 2) Wind ASCE 7-98 85mph TCDL=6 0psf, BCDL=3 0pEf h=26fl Cal 11 ExpC enclosed CCInlenor[1) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tnjss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4] Provide mechanical conneclion (by others) of tmss to beanng plate capable of withstanding 176 Ib uplift at joint 1 and 176 lb uplift at joint 9 5) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUSINC TOLLESON AZ LOAD CASEfS) 1] Regular Lumber lncrease=l 25 Plale lncrease=1 25 Uniform Loads (plf) Vert 1-5=-64, 5 9=-64 1 9=-10 2) UBC Lumber lncrease=l 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 5=-32 5 9= 32 1 9= 30 3) C-C Wind Lumber lna-ease=1 33 Plale lncrease=1 33 Pll met3l=1 33 Uniform Loads (plf) Vert 1 5=17 5 9=17 1 9=-6 Horz 1-5-29, 5 9=29 Job Truss Truss Type Qty Ply 2XTRUSSES R6C COMMON 1 1 Alliance/TruTrus Tolleson AZ 85353 Allen washburn BOYS & GIRLS CLUB, 08-1466 BOYS&GIRLS CLUB/1466 Job Reference (optional) 7 040 s Apr 1"7 2008'MiTek Industries Inc Wed Mar 04"16 16 17 2009 Page 1 7 7-4 4 00n2" Scale =1618 10x10 MT20H= 1953#/-996# 12 13 2x4 II 11 8x8 = 14 10 2x4 10x10 MT20H- 1953#/-996# Plate Offsets (X.Y) [1 0 2-7,Edgel [9 0-1-6,Edgel. Ill 0-1 0,0-l-8| LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plales Inaease 1 25 Lumber Inaease 1 25 Rep Stress Inor NO Code UBC97/ANS195 CSI TC 0 65 BC 0 98 WB 0 95 (Matnx) DEFL Ven(LL) VertfTL) HorzfTL) in (loc] 013 10 11 027 10 n 0 07 9 l/defi L/d >999 240 >999 240 n/a n/a PLATES MT20 MT20H Weight 131 Ib GRIP 197/144 148/108 LUMBER TOPCHORD 2X4SPFN0 2 Except Tl 2X4SPF 1650F 1 5E Tl 2X4 SPF 1650F 1 5E BOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2X4SPFN0 2 SLIDER Left2X4 SPF No 3 3 10 9 Right2X4SPF No33-10 9 BRACING TOP CHORD Sheathed or 3-0-6 oc purtins BOTCHORD 6-0-0 oc bracing REACTIONS (Ib/size) 1 9 Max Horz 1 Max Uplift 1 9 Max Grav 1 9 1130/0 5-8 1130/0 5-8 49(LC 7) 996(LC 6) 996(LC 7) 1953(LC 5) 1953(LC 4) FOTCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 -4670/2596 23 = ^086/2017 3-1 -2992/1463 4 5 = 3407/972 5-6 = 2407/973 67 = 2993/1463 7-S -4086/2017 8 9 = 4669/2596 BOTCHORD 1 12 = 2349/4340 12 13 = 465/2410 11 13 = -185/2475 11-14 = -436/2427 10 14 = 464/2361 9 10 = -239S/4389 WEBS 3-12 = 0/209 3 11 = -835/300 5-11 = -63/659 7 11 = -835/301 7-10 = 0/209 NOTES (8) Vert 1 5=-64 5-9=-64 1 9= 10 2) UBC Lumber lnaease=1 25 Plate lnaease=l 25 Uniforrn Loads (pit) Verl 1-5= 32 5 9=-32 1 9=-30 3) C C Wind Lumber lnaease=1 33 Plate lncrease=1 33 Pit metal=1 33 Uniform Loads (plf) Vert 1 5=17, 5-9=17, 1 9=-6 Horz 1 5= 29 5 9=29 4) Regular Drag LC#1 Left Lumber lnctease=1 33 Plate lncrease=1 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1 2=-3, 2 5= 16, 5-8= 112 8 3=-125 1 9=-10 Horz 1 2=346 2-5=435 5-8=435 8 9=346 Drag 1 13=252 9 14=252 5) Regular-Drag LCfl Right Lumber lncrease=1 33 Plate lncrease=1 33 Pll metal=1 33 Uniform Loads (plf) Ven 1-2= 125 2-5= 112 5 8= 16 8 9=-3 1 9= 10 Horz 1 2=-346 2 5=-135 5-8=-135 8 9=-346 Drag 1 13=252 9 14=252 6) C-C Wind Drag LC#l Left Lumber lnaease=1 33 Plate lncrease=1 33 Pit metal=l 33 Unifonn Loads (plf) Vert 1 2=78 2 5=66 5 8= 31 8 9=-44 1 9=-6 Horz 1-2=316,2 5=406 5 8=465 8 9=375 Drag 1-13= 252 9 14= 252 7) C C Wind-Drag LCWI Right Lumber lnaease=l 33 Plate lncrease=1 33 Pit melal=l 33 Uniform Loads (plf) Vert 1-2=-44, 2 5= 31, 5 8=66, 6 9=78 1 9=-6 Horz 1 2=-375 2 5= 465, 5-8=-106 8 9= 316 Drag 1 13=252 9 14=252 1 ] This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 Opsf BCDL=3 Opsf h=26fl Cat II, ExpC enclosed C C lntenor(l) Lumber D0L=1 33 plate gnpD0L=1 33 Plate melal D0L=1 33 3) All plates are MT20 plates unless olhenivise indicated 4) All plales are 3x4 MT20 unless othenwise indicated 5) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 6) Provide mechanical connection (by others) of Iniss to beanng plate capable of withstanding 996 lb uplift at joint 1 and 996 Ib uplift al joint 9 7) This tmss has been designed for a total drag load of 4500 lb Connect tmss to resist drag loads along bottom chord from 0 0 0 to 8 11 0 22-1 -0 lo 31 0 0 for 252 3 plf 8) This job IS valid only if the truss is fabricated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=l 25 Plate lnaease=1 25 Uniform Loads (plf) Job 2XTRUSSES Truss R6D Alliance/TruTrus Tolleson AZ 85353 Allen washburn Truss Type COMMON Ply BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) "7 040 s Apr 17 2008 WiTek Industries Inc Wed Mar 04 16 14 16 2009 Page 1 7 7-a 4 00 112" 4x8 -Scale = 1618 5x3 - 1425#/-455# Plate Offsets (X,Y) [1 0 0 14,0 2 15] [9 0-0 14,0 2 15), [11 0 4 0,0 3 0| LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0 57 BC 0 73 WB 0 88 (Matnx) DEFL in (loc) Vert(LL) 014 10 11 Vert(TL) -033 10-11 HorzfTL) Oil 9 l/defl Ud >999 240 >999 240 n/a n/a PLATES GRIP MT20 197/144 Weight 1121b LUMBER TOPCHORD 2X4 SPF No 2 BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 2X4SPFN0 2 SLIDER Left2X4 SPFN034 1 2 Righl2X4SPF No34 1-2 BRACING TOP CHORD Sheathed or 3-3-4 oc purtins BOT CHORD 8 0 0 oc bracing REACTIONS (Ib/Size) 1 9 Max Uplift 1 9 Max Grav 1 = 9 1147/0 5-8 1147/0 5-8 -455{LC 6) 455(LC 7) 1425(LC 5) 1425(LC 4) 2-3 = 2829/952 45 = 1993/527 67 = 2239/694 8 9 = -3295/1135 11 12 = -649/2678 9 10 = 1031/3060 3 11 = 761/203 7 11 = 761/203 FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1 2 = 3296/1135 3-4 = 2239/694 5-6 = 1993/527 7-8 = 2829/952 BOT CHORD 1-12 = -1031/3060 1011 = -649/2678 WEBS 3 12 = 0/227 5 11 = -67/669 7 10 = 0/227 NOTES (6) 1) This tmss has been checked for unifonn root live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 Opsf eCDL=3 Opsf, h=26ft Cat II ExpC enclosed CCIntenorfl) LumberD0L=1 33plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 455 Ib uplift at joint 1 and 455 Ib uplift at joint 9 5) This Imss has been designed for a total drag load of 1500 Ib Conned tmss to resist drag loads along bottom chord from 0 0 0 to 31 0 0 for 48 4 plf 6) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE{S) 1) Regular Lumber lncrease=l 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 5=-64 5 9=-64 1 9= 10 2) UBC Lumber lnaease=l 25 Plate lncrease=1 25 Unifonn Loads (plf) Vert 1 5=-32 5 9=-32 1 9= 30 3) C C Wind Lumber lnaease=1 33 Plale Increase^i 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1 5=17 5-9=17 1-9=-6 Horz 1 5= 29 5-9=29 4) Regular-Drag LC//1 Left Lumber lncrease=l 33 Plate lncrease=1 33 Pit metai=1 33 Uniform Loads (plf) Vert 1 2=-l4 2 5=-18 5-8=-80 8 9=-84 1 9=-10 Horz 1 2=115 2 5=145 5-8=145 89=115 Drag 1 9=-48 5) Regular Drag LC«l Right Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal=1 33 Unifomi Loads (plf) Vert 1-2=-84 2-5=-80 5-8=-48 8 9=-14 1-9= 10 Horz 1 2=-115 2 5= 145 5-8= 145, 8 9=-115 Drag 1 9=48 6) C-C Wind Drag LC#1 Left Lumber lnaease=l 33 Plate lncrease=1 33 Pit metal=l 33 Unifonn Loads (plf) Vert 1 2=38 2 5=33 5-8=1 8-9= 3 1 9=-6 Horz 1-2=86 2-5=116 5-8=175 8-9=144 Drag 1-9=-48 7] C-C Wind-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-2= 3 2 5=1 5-8=33 8-9=38 1-9=-6 Horz 1 2=-144 2 5=-175 5-8=-116 8 9=-86 Drag 1 9=48 Job 2XTRUSSES Truss R7A Alliance/TruTrus Tolleson AZ 85353 Allen washburn Truss Type COMMON Oty Ply 1 1 BOYS 8. GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Reference (optional) 7 040 s Apr 17 2008 MiTek Industries Inc Fn Jan 09 15 37 58 2009 Page Scale = 1 93 5 Plate Offsets (X.Y) [1 0 3-7 0 2-6] [10EdQe,0-3-3) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 16 0 Plates Inaease 1 25 TC 0 69 Vert(LL) -0 14 1 14 >999 240 MT20 197/144 TCDL 16 0 Lumber Inaease 1 25 BC 0 89 Vert{TL) -0 25 1-14 >934 240 BCLL 0 0 Rep Stress Incr NO WB 0 86 HorzfTLI 0 03 12 n/a n/a BCDL 5 0 Code UBC97/ANSI95 (Matnx) Weight 151 Ib LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN02 WEBS 2 X 4 SPF No 3 -Except' W4 2 X 4 SPF 2400F 2 OE W52X4 SPF 1650F 1 5E WB 2 X 4 SPF 1650F 1 5E W8 2 X 4 SPF No 2 W72X4SPF 1650F 1 5E SLIDER Left 2X4 SPF No3 3-10 8 BRACING TOPCHORD Sheathed or 4 2-6 oc puriins excepl end verticals BOTCHORD 6-0 0 oc bracing WEBS 1 Row at midpt 6 12 6 11 8 11 9 10 8-10 REACTIONS (Ib/size) 5) This tmss has been designed for a total drag load of 3000 Ib Connect tmss lo resist drag loads along bottom chord from 0-0 0 to 32-0 0 for 93 8 plf 6) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard 1 = 555/0 5 8 12 1574/0 5-8 10 229/0 5-8 Max Horz 1 268(LC 7) Max Uplift 1 -620(LC 6) 12 -1420(LC 6) 10 951 (LC 7) Max Grav 1 1134(LC 5) 12 2736(LC 5) 10 1116(LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1 2 2450/1588 23 1728/1236 3-4 -!4S4/S45 4-5 1012/468 5-6 -601/1042 6-7 387/333 7-8 352/472 89 263/322 9 10 = 20/6 BOT CHORD 1 14 = 1718/2300 13 14 -742/729 12 13 = 333/320 11 12 510/347 10-11 = -109/441 WEBS 3-14 = 549/228 5 14 173/737 5 12 = 837/225 6-12 - 2185/1412 6 11 = 982/1291 8-11 -1215/1013 8 10 = 1103/999 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted Z) Wind ASCE 7 98 85mph TCDL=6 Opsf, BCDL=3 Opsf, h=26ft. Cat II ExpC enclosed C-C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 620 lb uplift at joint 1, 1420 Ibuplift at joint 12 and 951 Ib uplift aljoint 10 Job Truss Truss Type Oty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R7B COMMON 6 1 BOYS & GIRLS CLUB /1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Allen washburn / 040 s Apr 17 2008 Ml lek Industnes Inc Fn Jan 09 1549 24 2009 Pagel 7-S 12 1J-S-0 , 2^ 10-j Z9<l-12 , 32 oc , 72-B 4 00fl2 Scale = 1 84 7 8 2x4 C9 n 13 12 -ilfcl 1551 #/r254#.. 25^1-14 10 3^0-0 242#f66ff Plate Offsets (X.Yl [10-0 10,0-2-3) LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plales Inaease i 25 Lumber Increase 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0 58 BC 0 54 WB 0 83 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) 014 1-14 >999 240 Vert(TL) 0 25 1-14 >933 240 Hoi2(TL) 0 02 12 n/a n/a PLATES MT20 GRIP 197/144 Weight 151 Ib LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4 SPF No 2 WEBS 2 X 4 SPF No 3 "Except W4 2 X 4 SPF 1650F 1 5E W5 2 X 4 SPF No 2 W6 2 X 4 SPF 2100F 1 8E W8 2 X 4 SPF No 2 W72X4SPF210DF 1 8E SLIDER Left2X4SPF No3 3 10 8 BRACING TOP CHORD Sheathed or 5-6-7 oc puriins except end verticals BOT CHORD 6-0 0 oc braang WEBS 1 Rowatmidpt 8 11 9 10 8 10 REACTIONS (Ib/size) 1 = 564/0-5-8 12 1551/0 5-8 10 242/0-5 8 Max Horz 1 = 268(LC 3) Max Uplift 1 -12(LC 3) 12 254(LC 3) 10 66(LC 3) FORCES (lb) Maximum Compression/Maximum TOPCHORD 1 2 = 980/39 2 3 908/55 3-4 = -655/10 45 575/23 5-6 = 131/523 67 54/0 7-e = 0/92 89 13/50 9-10 = -18/1 BOTCHORD 1 14 = 262/862 13 14 = 98/105 12 13 = 98/105 11 12 = 129/0 10 11 = 21/56 WEBS 3-14 = -179/160 5 14 = 89/689 5-12 = -808/197 6 12 = -915/161 6-11 = 0/306 8 11 = 209/22 8 1 0 = 204/88 NOTES (6) 1) This tmss has been checked for uniform roof live load only, except as noted 2) Wind ASCE 7-98, 65mph TCDL=6 Opsf BCDL=3 Opsf, h=26ft Cat II,ExpC enclosed C-C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) All plates are 3x4 MT20 unless othehAnse indicated 4) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 5) Provide mechanical connection (by others) ot tmss to beanng plate capable of withstanding 42 lb uplift al joint 1 254 lb uplift at joint 12 and 66 Ib uplift at joint 10 6) This [Ob IS valid only if the Imss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard Job Tmss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R7C COMMON 1 1 BOYS & GIRLS CLUB /1466 Job Relerence (optional) Alliance/TmTrus Tolleson AZ 85353 Allen washburn 2x4 II Scale = 1 107 6 1470M0301# 10x10 MT20H- Plafe Offsels (X.Y) f 1 0-2 9,0-2-0} LOADING (psf) TCLL IS 0 TCDL 16 0 BCLL 0 0 BCDL SO SPACING 2-0-0 Plates Inaease 1 25 Lumber inaease 1 25 Rep Stress ina NO Code UBC97/ANSI95 CSI TC 0 74 BC 0 63 WB 0 86 (Matnx) DEFL in (loc) l/defl L/d VertfLL) -0 08 14 ^999 240 vert(TL) 010 1 14 ^999 240 Horz(TL) 0 05 10 n/a n/a PLATES GRIP MT20 197/144 MT20H 148/108 Weight 170 lb LUMBER TOP CHORD 2X4 SPF No 2 BOT CHORD 2X6SPF 1650F15E WEBS 2X4SPFN02 Except' W4 2X 4 SPF 2400F 2 0E W52X4SPF1S50F15E W62X4SPF 1650F 1 5E W7 2X4 SPF 1650F 1 5E SLIDER Left2X4SPF No3 3 7 14 BRACING TOP CHORD Sheathed or 3-11 14 oc purtins except end verticals BOTCHORD 6-0 0 OC bracing WEBS 1 Row at midpt 6 12 6 11 8-11 9 10 8 10 REACTIONS (ib/size) 1 12 10 Max Horz 1 Max Uplift 1 12 10 Max Grav 1 12 = 10 552/0 5 8 1549/0-5-8 240/0 5 8 391 (LC 7) 766(LC 6) 1Se2(tC 6) 1301(LC 7) 1274{LC 5) 3185(LC 5) 1470(LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 2808/1937 23 -1917/1507 3-1 1656/1020 4-5 -1053/512 5-6 867/1303 6-7 -461/406 7-8 517/635 8 9 -351/414 9-10 = -20/11 BOTCHORD 1-15 = 1736/2528 14-15 1736/2308 13 14 = 1701/1693 12 13 -- -1701/1693 11 12 = 2332/2174 10 11 = 1615/1647 WEBS 3-14 = -527/223 5 14 200/749 5-12 = 848/242 6-12 2665/1901 6 11 = 1368/1670 8-11 ^ -1596/1402 8 10 = 1471/1355 NOTES (7) 6) This tmss has been designed for a total drag load of 4000 Ib Connect tmss to resist drag loads along bottom chord from 0 0 0 toi 00 1900to32 00for2857plf 7) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON A2 LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plate lnaease=1 25 Uniform Loads (plf) Vert 1 S=-64 8 9=-64 1 10=-10 2) UBC Lumber lnaease=1 25 Plate lncrease=1 25 Unifonn Loads (plf) Veil 1-8=-32, 8 9= 32 1-10= 30 3} C C Wind Lumber lncrease=1 33 Plate lncrease=l 33 Pit m eta 1=1 33 Uniform Loads (plf) Vert 1 8=17, 8 9=17 1 10=-6 Horz 1-8=29 8 9=29 4j Regular Drag LC#1 Left Lumber (ncresse=1 33 Plate lncrease=l 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1-2= 11 2 7=22 7-8=-22, 8 9= 105 1 10= 10 Horz 1 2=294 2 7=375 7 8=374 8-9=378 Drag l 15=286 ID 12= 286 5) Regular Drag LC#1 Right Lumber lncrease=1 33 Plate lncreas6=l 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1 2= 117 2 7= 106 7 8= 106 8-9= 23 1 10= 10 Horz 1 2= 294 2-7= 375 7-8= 374 8 9= 378 Drag 1 15=286 10-12=286 6) C C Wind Drag LC#1 Left Lumber lnaease=! 33 Plate lncrease=l 33 Pit metal=1 33 Unifonn Loads (plf) Vert 1 2=71 2 7=59 7-8=59 8-9= 24, 1 10=-6 Horz 1 2=255 2-7=346, 7-8=344 8 9=408 Drag 1 15= 286 10-12= 286 7) C-C Wind Drag LC#1 Right Lumber lncrease=l 33 Plate lncrease=l 33 Pit melal=1 33 Uniform Loads (plf) Vert 1 2= 36, 2-7= 24 7-8= 24 8 9=59 1 10=-6 Horz 1 2= 323 2-7= 404, 7-8=-103 8 9= 349 Drag 1 15=286 10-12=286 1) This Imss has been checked for unifonn roof live load only excepl as noted 2) Wind ASCE 7-98 85mph TCDL=6 0psf BCDL=3 Opsf h=26n Cat II ExpC enclosed CCInienor(1] Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) All plates ate MT20 plates unless othenwise indicated 4) This tnjss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 5) Provide mechanical connection (by olhers) of truss to beanng plate capable of withstanding 766 lb uplift at joint i, 1882 lb uplift aljoint 12and I30i lU uplift at jomt 10 Job 2XTRUSSES Truss R7D Alliance/TmTrus Tolleson AZ 85353 Allen washbum Truss Type MONO TRUSS oty Ply 2 1 BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Relerence (optional) _______ Scale = 1 60 D 3x4 = Plate Offsets(X,Y) [10-0 1001121 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plales Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0 70 BC 0 58 WB 0 62 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) 016 8-10 >999 240 VertfTL) -026 8 10 >859 240 Hoiz(TL) 0 02 12 n/a n/a PLATES MT20 GRIP 185/144 Weight 82 lb LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN0 2 WEBS 2 X 4 SPF No 3 'Except W2 2X4HF/SPF No2 OTHERS 2X4SPFN03 SLIDER Lefi2X4SPF No3 3-10-9 BRACING TOP CHORD Sheathed or 4 11 0 oc puriins excepl end verticals BOT CHORD 8-0-0 00 bracing JOINTS 1 Brace at Jt(s) 8 Vert 1 7=30 l-6=-32 3) C C Wind Lumber lncrease=l 33 Plate lncrease=l 33 Pit melal=1 33 Unifonn Loads (plf) Vert 1 7=-6 1-6=17 Horz 1-6= 29 REACTIONS (Ib/size) 1 12 Max Horz 1 = Max Uplift 1 12 697/0 5 8 673/0 1-8 191 (LC 3) -74fLC 3) 134(LC 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1 2 = 1358/123 3-4 = 1111/109 5-6 = -107/0 6 11 = 116ffi31 BOTCHORD I 10 = 265/1215 8 9 = 108/468 WEBS 3-10 = -147/153 5-8 = -711/177 II 12 = 9/42 2 3 = 1227/141 4 5 = 1035/134 8 11 = 116/621 9 ID = -108/468 7-8 = 0/0 5 10 = 107/717 6 12 = -674/134 NOTES (7) 1) Thts tmss has been checked for uniform roof live load only except as noied 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0psf h=26ft Cat II ExpC enclosed C-C Inlenor(l) Lumber D0L=1 33 plate gnp DOL=t 33 Plate metal DOL=J 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Beanng atjomt(s] 12 considers parallel to gram value using ANSI/TP11 angle to gram formula Building designer should venfy capaaty of beanng surface 5) Provide mechanical connection (by others) of truss to beanng plale atjoint(s) 12 6) Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 74 Ib uplift al joint 1 and 134 lb uplift at joint 12 7) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC,TOLLESON AZ LOAD CASE{S) 1) Regular Lumber lncrease=1 25, Plale lncrease=1 25 Uniform Loads (plf) Vert 1-7= 10 1-6=-64 2) UBC Lumber lncrease=1 25 Plate lnaease=1 25 Uniform Loads (pll) Job Truss Truss Type Qty Ply BOYS & GfRLS CLUB, 08-1466 2XTRUSSES R7E MONO TRUSS 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Allen washbu 7 040 s Apr 17 2008"MiTek Industries Inc Wed Mar04 12 45 20 2009 Page 1 4 00112' Scale = 1 60 0 3x4 - Plate Offsets (X,Y) [1 0 1-6,0 2-i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 16 0 Plates Inaease 1 25 TC 0 70 Ven(LL) 016 8-10 >999 240 MT20 185/144 TCDL 16 0 Lumber Inaease 1 25 BC 0 69 Vert(TL) -0 26 8-10 >859 240 BCLL 0 0 Rep Stress Incr YES WB 0 64 Hoiz(TL) 0 04 12 h/a n/a BCDL 5 0 Code UBC97/ANS195 (Matnx) Weight 82 lb LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN0 2 WEBS 2 X 4 SPF No 3 'Except' W2 2X4HF/SPF No2 OTHERS 2 X 4 SPF No 3 SLIDER Left2X4SPF NO33109 BRACING TOPCHORD Sheathed or 3 7-13 oc purlins except end verticals BOTCHORD 4 0 0 oc braang JOINTS 1 Brace at Jt(s) 8 REACTIONS (Ib/size) 1 12 Max Horz 1 Max Uplift 1 12 Max Grav 1 = 12 697/0 5-8 673/0 1-8 219(LC 6) 718(LC 6) 159(LC 7) 1341 (LC 5) 698(LC 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD I- 2 = 3027/1852 3-1 = -2118/1043 5-6 = -491/366 6 11 = 134/639 BOTCHORD 1 10 = 1631/2868 8 9 = -481/923 WEBS 3-10 = 521/227 5-8 = 736/203 II- 12 = -11/44 2-3 = -2293/1495 4 5 = -1694/811 8 11 = -134/639 9 10 = 1010/1371 7-8 = 28/28 5 10 = 214/813 6-12 = 700/160 LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plate lnaease=1 25 Uniform Loads (plf) Vert 1 7= 10 1-6=-64 2) UBC Lumber Increase^l 25 Plate lnaease=1 25 Unifonn Loads (plf) Vert 1 7= 30, l-6=-32 3) C-C Wind Lumber lnaease=l 33 Plate lncrease=1 33 Pft metal=1 33 Uniform Loads (plf) Vert l-7=-6 1-6=17 HOIZ 1-6= 29 4) Regular-Drag LC#1 Left Lumber lnaease=1 33 Plate lncrease=1 33 Pll metal=1 33 Uniform Loads (plf) Vert 1-7= 10 1 2=-23 2-6=-32 Horz 1 2=223 2-6=285 Drag 1 7= 95 5) Regular Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-7= 10 1-2= 105 2-6= 96 Horz 1 2= 223 2-6= 285 Drag i 7=95 6) C C Wind Drag LC#1 Left Lumber lnaease=1 33 Plate lncrease=1 33 Pit metal=l 33 Uniform Loads (plf) Vert 1 7=-6 1 2=58 2-6=49 Horz 1-2=194 2-6=256 Drag 1-7=-95 7) C C Wind-Drag LC«1 Right Lumber lnaease=1 33 Plate lncrease=1 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-7=-6 1 2=23 2-6=-14 Horz 1 2=253 2-6=315 Drag 1 7=95 NOTES (8) 1) This tmss has been checked for unifonn roof live load only, except as noted 2) Wind ASCE 7 98 85mBh TCDL=6 Opsf 8CDL=3 0psf h=26ft Cat II ExpC enclosed CCIntenor{1) Lumber D0L=1 33 plate gnp D0L=1 33 Plale metal D0L=1 33 3) This tniss has been designed for a 10 0 psf bottom chord live load nonconcunent with any other live loads 4) Beanng at|Oint(s) 12 considers parallel logram value using ANSI/TP11 angle lo grain fonnula Building designer should venfy capaaty of beanng surface 5) Provide mechanical conneaion (by others) of tmss to beanng plale alioint(s) 12 6) Provide mechanical connection (by olhers) of truss to beanng plate capable of withstanding 718 Ib uplift at joint 1 and 159 lb uplift at joint 12 7) This tmss has been designed for a total drag load of 1800 lb Connect tmss lo resist drag loads along bottom chord from 0 0-0 10 18-11 0 for 95 2 plf 8) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R8A GABLE 1 1 BOYS&GIRLS CLUB/1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Alien washOum 7040 s Apr 17 2008 Miiek Industnes Inc Mon Jan 12 08 31 16 2009 Pagel 9-e-o 1 19-0-0 1 4x6 = Scale = 1 39 3 Plate Offsets [X,Y) [1 0 2 12 0 3-6| [15 0 3 3,0-3-6], [21 0 3 0,0 3 01 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANS195 CSI TC 0 31 BC 0 31 WB 0 07 (Matnx) DEFL in (loc) l/defl L/d Ven(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0 01 21 n/a n/a PLATES MT20 GRIP 197/144 Weight 761b LUMBER TOPCHORD 2X4SPFN02 BOT CHORD 2X4SPFN02 OTHERS 2 X 4 SPF No 3 SLIDER Left 2 X 4 SPF No 3 2-6-0 Right 2X4 SPF No 32 6-0 BRACING TOPCHORD Sheathed or 5 8 15 oc purlins BOT CHORD Rigid ceiling directly applied or 5 4 12 oo braang TOP CHORD 12 13 = 950/929 14 15 = 1394/1327 BOT CHORD )-26 = -1201/1279 -672/731 339/380 13-14 = -1036/1040 REACTIONS 1 15 21 22 23 24 25 26 20 19 18 17 16 Max Uplift 1 = 15 22 23 24 25 26 20 19 18 17 16 Max Grav 1 15 21 22 23 24 25 26 20 19 18 17 16 (Ib/size) 98/19 0 0 98/19 0 0 91/19 0 0 99/19 0-0 98/19 0-0 104/19 0-0 73/19 0-0 186/19 0-0 99/19-0 0 98/19-0 0 104/19-0-0 73/19 0 0 186/19-0-0 590(LC 6) 590(LC 7) 15(LC 6) 22(LC 6) 24(LC 7) 40(LC 6) 180(LC 7) 15(LC 7) 22(LC 7) 24(LC 6) -4D(LC 7) 180(LC 6) 679(LC 5) 679(LC 4) 91 (LC 4) 99(LC 5) 98(LC 5) 109(LC 4) 97(LC 5) 327(LC 4] 99(LC 4) 98(LC 4) 109(LC 5) 97(LC 4) 327(LC 5) 24-25 22 23 20 21 18 19 16 17 WEBS 8 21 6 23 4-25 9-20 11-18 13-16 163/205 514/556 865/889 77/0 86/29 -90/43 -85/23 -92/32 -284/183 25 26 23 24 21 22 19 20 17-16 15-16 7 22 5 24 3 26 10 19 12 17 865/889 514/556 163/205 339/380 672/731 1201/1279 85/23 -92/32 284/183 B6/29 -90/43 NOTES (10) 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0pSf BCDL=3 0psf h=26ft Cat II ExpC enclosed C-C InlenoF(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) Truss designed for wind loads in the plane of the tmss only For studs exposed to wind (normal to lhe face) see MiTek Standard Gable End Detail 4) This iniss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 5) All plates are 2x4 MT20 unless otherwise indicated 6) Gable requires continuous bottom chord bearing 7) Gable studs spaced at 1 -f 0 oo 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 590 Ib uplift al joint 1 590 Ib uplift atjoint15 15lbuplinatjoint22 22 Ib uplift at joint 23 24 1b uplift at joint 24 40 lb uplift at joint 25 180 lb uplift at joint 26,15 lb uplift at joint 20 22 Ib uplift at joint 19 24 lb uplift at joint 18 40 Ibuplift at joint 17 and 1801b uplift at joint 16 9) This tmss has been designed for a total drag load of 2500 lb Connect tmss to resist drag loads along bottom chord from 0-0-0 to 19-0 Ofor 131 6 plf 10) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUSINC TOLLESON AZ LOAD CASE(S) Standard FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1-2 1394/1327 2 3 -1036/1040 3-1 950/929 4 5 766/767 5-6 = 581/595 67 396/425 7-8 ^ 211/252 8-9 211/252 9 10 = 396/425 ID 11 - 581/595 11 12 = 766/767 Job 2XTRUSSES Allmnce/TtuTrus Tolleson AZ 85353 Allen washbum Truss Type COMMON Ply BOYS & GIRLS CLUB, 08-1466 BOYS&GIRLS CLUB/1466 Job Reference (optional) 7 040 s Apr 17 2008 MlTek Industries Inc Wed Mar 04 13 16 52 2009 Page 1 Scale = 1 39 3 Plate Offsets (X.Y) [10 0 10,0-1 12), [7 0-0 10,0 2-31^18 0-4 0,0 3 01 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase i 25 Lumber Increase 1 25 Rep Stress Ina YES Code UBC97/ANS195 CSI TC 0 26 BC 0 57 WB 0 17 (Matnx) DEFL in (loc) l/defl L/d PLATES GRIP Ven{LL) 0 13 1-8 >999 240 MT20 197/144 Vert(TL) 0 22 1 8 >999 240 Horz(TL) 0 04 7 n/a n/a Weighl 65 lb LUMBER TOPCHORD 2X4SPFN02 BOT CHORD 2X4SPFN02 WEBS 2X4SPFN03 SLIDER Left 2 X 4 SPF No 3 2 5 5 Right2X4SPF N032 5 5 BRACING TOPCHORD Sheathed or 4 10 12 oc puriins BOTCHORD 6 0 0 oc braong REACTIONS (Ib/size) 1 7 Max Uplift 1 7 703/0 5 8 703/0-5 8 108(LC 3) 108(LC 3) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 = -1455/238 3-4 = -1116/191 5-6 = 1405/256 BOT CHORD 1-8 = 196/1310 WEBS 3-8 = 312/108 5-8 = -312/108 2 3 4 5 67 1405/256 1116/191 1455/238 7 8 = 196/1310 4-8 = 18/412 NOTES (5) 1) This tnjss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6Dpsf BCDL=3 0psf h=26ft Cat II ExpC enclosed C C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plale metal D0L=1 33 3) This tmss has been designed for a 1D 0 psf bottom chord live load nonconcun'enl with any other live loads 4) Provide mechanical connection (by others) of truss lo beanng plate capable ot withstanding 108 Ib uplift at joint 1 and 108 Ib uplift at joint 7 5) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plale In crease=l 25 Uniform Loads (plf) Vert 1-4=-64, 4-7=-64 1 7= 10 2) IBC BC Live Lumber lncrease=1 26 Plate lncrease=1 25 Unifonn Loads (plf) Vert 1-1=32 4 7=32 1-7=-30 3) C-C Wind Lumber lnaease=1 33, Plale lnorease=1 33 Pit melal=1 33 Uniform Loads (plf) Vert 1-4=17 4 7=17 1 7=-6 Horz 1-1= 29 4 7=29 Job 2XTRUSSES Truss R8C Alliance/TmTrus Tolleson AZ 85353 Allen washburn Truss Type COMMON Ply BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Relerence (optional) 7 040 s Apr 17 2008 MlTek Industries Inc Mon Jan 12 08 59 58 2009 Page l' Scale = 1 39 3 Plate Offsets [X Y) [10-010,01 12] [7 0-0 10,0-2-31 18 0-1 0,0-3-01 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Inaease 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0 41 BC 0 58 WB 0 22 (Matnx) DEFL VertfLL) Vert(TL) Horz(TL) m (loc) 0 13 1-8 -0 22 1-8 0 04 7 l/defl L/d >999 240 >999 240 n/a n/a PLATES MT20 GRIP 197/144 Weight 65 Ib LUMBER TOPCHORD 2X4 SPF No 2 BOT CHORD 2X4 SPF No 2 WEBS 2X4 SPF No 3 SLIDER Left2 X4 SPF No32 5-5 Right 2X4 SPF No 3 2 5-5 BRACING TOPCHORD Sheathed or 3 8 9 oc purlins BOT CHORD 6 0-0 00 bracing REACTIONS (Ib/size) 1 7 Max Uplift 1 7 Max Grav 7 703/0 5 8 703/0 5-8 -504(LC 6) 504(LC 7) 1099(LC 5) 1099(LC 4) FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1-2 = -2460/1181 3-4 = -1592/661 5-6 = 2135/977 BOTCHORD 1-9 = 1111/2226 8 10 = 282/1396 WEBS 404/199 404/199 2 3 4 5 67 89 7 ID 4-8 = -2135/977 = -1592/661 = 2460/1179 = -282/1395 = -1111/2225 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 Opsf h=26ft Cat II ExpC enclosed CClntenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcunent with any other live loads 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 504 lb uplift at joint 1 and 504 lb uplift at joint 7 5) This tmss has been designed for a total drag load of 2000 lb Connect tmss to resist drag loads along bottom chord from 0 0 0 to 1-0 0 18-0 Oto 19 0 Ofor 1000 0plf 6) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2XTRUSSES R8D COMMON 6 1 Alliance/TmTrus Tolleson AZ 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Reference (optional) 7 040 s Apr 17 2008 MlTek Industnes Inc Mon Jan 12 09 15 58 2009 Paget Scale = 1 38 9 105# 4x8 - 686#/rl05# 5x8 - Plate Offsets (X,Y) [10 0 1Q,0 1-12) (7 0 5 12.Edgel, [8 0 4-0,0 3 0] LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease i 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 35 BC 0 54 WB 0 18 (Mainx) DEFL in (loc) l/defl L/d VertfLL) 013 1-8 >999 240 Vert(TLj 0 23 1-8 >974 240 Horz(TL) 0 04 7 n/a n/a PLATES GRIP MT20 197/144 Weight 64 Ib LUMBER TOPCHORD 2X4 SPF No 2 BOT CHORD 2X4SPFN02 WEBS 2X4SPFN03 SLIDER Left 2X4 SPF No32-5 5 Rigtit2X4SPF No32 0 1 BRACING TOPCHORD Sheathed or 4 9 2 oc purlins BOTCHORD 6 0-0 oc bracing REACTIONS (Ib/size) 1 7 Max Uplift 1 7 686/0-5 8 686/Mechanical 105(LC 3) 105(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOPCHORD 1 2 = 1408/231 2 3 = 1359/249 3-1 = 1067/185 4 5 = 1055/184 5-6 = -1274/234 6-7 = 1331/226 BOT CHORD 1-8 = 190/1268 7-8 = 172/1169 WEBS 3-e = 316/108 4-6 = 12/377 5-8 = 210/88 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0pSf h=26ft Cat 11 ExpC enclosed C-C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tnjss has been designed for a 10 Q psf bottom chord live load nonconcurtent with any other live loads 4) Refer to ginler(s) for tmss to tmss connections 5) Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 105 Ib uplift al joint 1 and 105 lb uplift at joint 7 6) This job is valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard Job 2XTRUSSES Truss R8E Alliance/TmTrus Tolleson AZ 65353 Allen washburn Truss Type COMMON oty 1 Ply BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Reference (optional) 7 040 s Apr 17 2008 MlTek Industnes Inc Mon Jan 12 09 16 14 2009 Pagel" Scale = 1 38 9 Plate Offsets (X,Y) [1 O 2 12,0-3 21 [7 0 5 12 Edge] [8 0-1-0,0 3-0] LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2 0 0 Plales Increase 1 25 Lumber Inaease 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0 63 BC 0 67 WB 0 24 (Matnx) DEFL in (loc) l/defl L/d Ven[LL) 013 1-8 ^999 240 Vert(TL) 0 23 1-8 >974 240 Horz(TL) 0 04 7 n/a n/a PLATES MT20 GRIP 197/144 Weight 64 Ib LUMBER TOPCHORD 2X4 SPF No2 BOT CHORD 2X4 SPF No 2 WEBS 2X4SPFNo3 SLIDER Left2X4SPFN032 5 5 Right2X4 SPF No 32-0 1 BRACING TOPCHORD Sheathed or 3-4 10 oc purlins BOT CHORD 6 0-0 oc braang FlEACTiONS (Ib/size) 1 7 Max Uplrft 1 7 Max Grav 1 7 686/0 5 8 686/Mechanical -621(LC 6) -621 [LC 7) 1202(LC 5| 12D2(LC 4) FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1 2 = 2720/1465 3-4 = 1705/816 5-6 = 2138/1089 BOT CHORD 1 9 = 534/2464 8 10 = -325/1322 WEBS 3-8 = -132/223 5-8 = -386/265 2-3 = 2321/1202 4-5 = 1651/764 6 7 = 2478/1300 8 9 = -615/1693 7 10 = -1203/2200 4-8 = -36/377 NOTES (7) 1) This Iruss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 0psf BCDL=3 0psf h=26ft Cal II ExpC enclosed CClntenor(1} Lumber D0L=1 33 plale gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun-ent With any other live loads 4) Refer lo girder(s) for truss to tmss connections 5) Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 621 Ib uplift at joint 1 and 621 Ib uplift at joint 7 6) This injss has been designed for a total drag load of 2500 lb Connect tmss to resisl drag loads along bottom chord from 0 0-0 to 1-0 0 18 0 Oto 18-6-6for 1621 6 plf 7) This job IS valid only if the imss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD C/^E(S) Standard Job 2XTRUSSES Truss R9A AKiance/TmTms Tolleson AZ"86353 AJIen washtium BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2008 MlTek Industries inc Wed Feb 04 11 11 56 2009 Pagel Scale = 1 1001 3x8 II 3x6 II 1963J^^25&2 51 50 49 48 47 46 45 44l3t2 41 40 39 38 37 36 35 34 33 32 8x12 - 3x4 = 3x4 =3x6 II gj^g - 10-0 12 3>;8 = 31 m^/2?379# 3x6 113^8 II 5x6 = 25-9 15 Plate Oftsets (X.Y) 132 0 3 8,Edael, [35 0 3 0,0-3 01 [52 Edqe.O 3-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 160 Plates Increase 1 25 TC 096 Verl(LL) -018 35 >999 240 MT20 197/144 TCDL 160 Lumber Increase 1 25 BC 0 90 VertfTL) -0 30 35 >999 240 BCLL 00 Rep Stress Incr YES WB 0 75 Horz(TL) 0 06 28 n/a n/a BCDL 50 Code UBC97/ANSI95 (Matnx) Weight 323 lb LUMBER TOPCHORD 2X4SPFN02 WEBS BOT CHORD 2 X 4 SPF 165DF 1 5E 55 56 = -630/1068 54 55 = -626/1039 WEBS 2X4SPFN02 Except 45 54 = -613/1047 9-45 = -260/453 W8 2 X 4 SPF No 3 Wl 2 X 4 SPF No 3 45-61 = -1150/549 61-62 = -1184/552 W102X4SPFNO3 W93X4SPF165DF15E 62-63 = -1152/547 63-64 = 1140/544 OTHERS 2 X 4 SPF No 3 'Except-64-65 = -1110/540 15-65 = 1151/541 ST122X4SPFN02 ST7 2 X 4 SPF No 2 15 38 = 378/650 38-66 = 899/750 ST142X4SPF No 2 66-67 = 936/752 67-68 = 904/744 BRACING 68-69 = 893/742 69-70 = 868/740 TOPCHORD 22 70 = 926/748 22-32 = -792/598 Sheathed or 2-6 13 oc purlins except end verticals 53-60 = 1912/954 59-60 = 2068/1028 BOT CHORD 58 59 = 2036/1020 57-58 = -2089/1039 6-0 0 oc bra ana 5 57 = 2040/1043 32 71 = -2261/3644 WEBS 71-72 = 2242/3602 72 73 = -2246/3617 1 Row at midpt 1 53 10 61 73-74 = -2234/3601 74 75 = -2253/3640 JOINTS 27-75 = -2248/3618 8 54 = -30/47 1 Brace at Jt(s) 54,55 58 59 61,63 66 58 71 73 46 54 = 28/21 7 55 = 91/34 47-55 = -52/23 6 56 = 8/72 REACTIONS (Ib/size) 48-66 = -8/70 49 57 = 12/79 28 1247/0-5-8 4 58 = -1/48 50 58 = 37/20 53 1247/0 5-8 3 59 = -59/23 51 59 = 27/19 Max Horz 2-6D = 20/31 52-60 = 159/73 53 -136(LC 3) 10-61 = 24/49 44-61 = -53/32 Max Uplift 11-62 = 78/34 42-62 = -27/21 28 -1379(LC 7) 12-63 = -46/20 41-63 = -29/17 53 925(LC 6) 13-64 = -83m 40-64 = -10/28 Max Grav 925(LC 6) 14-65 = 25/66 39-65 = -67/50 28 2453(LC 4) 16-65 = -17/56 37-66 = 84/51 53 1963(LC 5) 17-67 = 19-68 = -90/36 -10/19 36-67 = 35-68 = 26/20 18/14 FORCES lb) Maximum C om p re ssi on/Maxim urn Tension 20-69 = -85/34 34-69 = 36/30 TOPCHORD 21-70 = -25/91 33 70 = 56/25 1 2 94/58 2-3 = 216/213 23-71 = -73/168 24-72 = 80/29 3-1 356/389 4 5 = -525/595 25 73 = 95/43 31-73 = 166/96 5-5 = 1187/403 6 7 = -1023/283 26 74 = 77/43 30-74 = 39/92 7-3 = 1134/432 8 9 = 1253/592 29 75 = 107/38 9 10 = 1422/736 10 11 = 1595/873 11 12 = -1746/1006 12 1 3 = 1908/1144 NOTES (9) 13-14 = -2079/1296 14 15 = 2245/1419 1) This tmss has been checked for uniform roof live load only 15-16 = 2619/1394 16 17 = 28D0/1533 except as noted 17-18 = -2884/1612 18 19 = 2953/1669 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 Opsf 19-20 = 3116/1807 20 21 = 3286/1958 h=26ft Cat 11 ExpC enclosed CClntenor(l) Lumber 21-22 = 3454/2078 22-23 = 3127/1684 DOL=l 33 plale gnp D0L=1 33 Plate metal D0L=1 33 23 24 = 3338/1837 24-25 = 3493/1990 3) Truss designed for wind loads in the plane ot the tmss only 25 26 = 3639/2120 26-27 = 3956/2372 For studs exposed to wind (normal to the face) see MiTek 1 53 = 158/54 27 28 = 2303/1358 Standard Gable End Detail BOT CHORD 4) This truss has been designed for a 10 Opsf bottom chord live 52 53 = -394/1068 51 52 = -318/992 load nonconcun'ent with any other live loads 50 51 = 191/851 49 50 = 50/724 5) All plates are 2x4 MT20 unless othenwse indicated 48-19 = -172/846 47-18 = 313/987 6) Gable studs spaced at 1-4 0 oc 46-17 = -154/1128 45-16 = 589/1270 7) Provide mechanical connection (by others) of truss to beanng 44-15 = 334/1667 43-14 = 353/1745 plate capable of withstanding 1379 IQ uplift at joint 28 and 925 Ib 42-13 = -190/1822 41-12 = -631/1963 uplift aljoint 53 40-11 = 758/2090 39-10 = 899/2246 8) This tmss has been designed for a total drag load of 3600 Ib 38 39 = 1042/2374 37-38 = 707/2174 Connect truss to resist drag loads along bottom chord from 0-0-0 36-37 = -848/2316 35-36 = 983/2450 to 34 0-0 for 105 9 plf 34 35 = -1116/2584 33-34 = 1272/2740 9) This job IS valid only if the tmss is fabncated by ALLIANCE 32-33 = -1388/2856 31-32 = -808/991 TRUTRUS INC TOLLESON AZ 30-31 = -390/543 29-30 = 263/401 28 29 = 122/260 LOAD CASE(S) WEBS Standard 5 56 = -630/1066 Job 2XTRUSSES Truss R9B Alliance/TruTrus Tolleson AZ 85353 Allen washbum Truss Type ROOF TRUSS BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17"5008 MlTek Industries Inc WsJMar 04 15 3047 2009 Pagel Scales 1 100 1 1247i!;J-'fe09# 3x6 - 13 12 3x4 - 3>;8 = 17 11 10 9 3x4 - 3x4 = 3x6 — 12471^-174# 3x4 II 7 10-9 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Siress Incr YES Code UBC97/ANS195 CSI TC 0 65 BC 0 76 WB 0 79 (Matnx) DEFL in (loc) I/deft L/d Vert(LL) -0 23 13 14 >999 240 Vert(TL) -0 35 13 14 >999 240 Horz{TL) 0 05 8 n/a n/a PLATES MT20 GRIP 197/144 Weight 156 fb LUMBER TOPCHORD 2X4SPFN02 BOT CHORD 2X4 SPF No 2 WEBS 2 X 4 SPF No 2 'Excepf Wl 2 X 4 SPF No 3 BRACING TOPCHORD Sheathed or 3 9 5 oc purlins except end verticals BOT CHORD 8 0 0 oc bracing WEBS 1 Rowatmidpt 4 13 6 11 1 14 2 14 REACTIONS (Ib/size) 8 14 Max Horz 14 Max Uplift 8 14 1247/D 5-8 1247/0 5-8 136(LC 3) -174(LC 3) -209(LC 3) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 = -73/31 3-1 = 1036/224 5-6 = 1628/254 1 14 = 161/45 BOTCHORD 13 14 = 0/636 n-12 = -135/1469 9 10 = -209i'1676 WEBS 2 13 = 4 13 = 6 11 = 2 14 = 2-3 4-5 6- 7 7- 8 993/229 1485/281 1S47/276 1199/194 12-13 = 135/1469 10 11 = 209/1676 8 9 = -37/188 53/524 776/182 242/86 1204/223 3 13 4 11 69 7-9 20/292 2/328 318/98 178/1537 NOTES (5) 1) This tmss has been checked for unifonn roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 Opsf BCDL=3 Opsf, h=26ft Cat II ExpC enclosed C-C Intenor(l) Lumber D0L=1 33 plale gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Provide mechanical connection (by others) ol tmss to beanng plale capable of withstanding 174 Ib uplift at joint 8 and 209 Ib uplift at joint 14 5) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE{S) 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Unrform Loads (plf) Vert 1 3=-64 3 7=-64 8 14= 10 2) IBC BC Live Lumber lncrease=1 25 Plate lncrease=l 25 Uniform Loads (plf) Vert 1 3=-32, 3 7=32 8 14=30 3) C-C Wind Lumber lnCTease=l 33 Plate lncrease=1 33 PH meial=l 33 Uniform Loads (plf) Vert 1-3=17 3 7=17 8-14=-6 Horz 1 3=-29, 3 7=29 Job Truss Tmss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R9C ROOF TRUSS 14 1 Job Reference (optional) Alliance/TrjTrus Tolleson AZ 85353 Allen washburn Scale = 1 82 3 785#/-65# 2x6 II 3x4 -3x4 = 16-O-10 6 3x4 - 785#/-176# 3x4 - Plate Offsets (X,Y) [2 0 3 0,0 3 01 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0 0 Plales Increase i 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 62 BC 0 41 WB 0 31 (Matnx) DEFL in (loc) l/defi L/d Vert(LL) 0 07 8 9 >999 240 Vert(TL) 013 6-8 >99g 240 Horz(TL) 0 02 5 n/a n/a PLATES GRIP MT20 197/144 Weighi 105 1b LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN0 2 WEBS 2 X 4 SPF No 2 'Except W42X4SPF 1650F15E W62X 4 SPF 1650F 1 5E BRACING TOPCHORD Sheathed or 5 2 11 oc purlins except end verticals BOTCHORD 8 0 0 oc bracing WEBS 1 Row at midpt 2-6 3-5 4 5 REACTIONS (Ib/Size) 9 = 785/0 5 8 5 = 785/0-6 0 Max Horz 9 = 208(LC 3) Max Uplift 9 = -65(LC 3) 5 = 176{LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1 2 = 1028/84 2 3 = -571/33 3^ = 74/33 1 9 = -739/87 4 5 = 126/41 BOTCHORD 89 6 7 WEBS 2- 8 3- 6 1-8 240/179 235/902 -114/87 -37/437 0/745 7-8 5-6 2- 6 3- 5 235/902 106/463 516/152 782/179 NOTES (5) 1 ] This tmss ftas been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 Opsf BCDL=3 0psf h=26ft Cal II ExpC enclosed C-C lnlenor(i) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 65 lb uplift atjomt 9 and 176 Ib uplift aljoint 5 5] This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) ijRegular Lumber lncreaEe=l 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-l=-64, 5 9= 10 2) IBC BC Live Lumber lncrease=1 25 Plate lncrease=1 25 Unifonn Loads (plf) Vert 1-1= 32 5-9= 30 3) C C Wind Lumber lnaease=1 33 Plale lnorease=1 33 PH melal=1 33 Unifomi Loads (plf) Vert 1-1=17 5-9=-6 Horz 1-l=-29 Job 2XTRUSSES Truss R9D Alliance/TruTrus Tolleson AZ 85353 Allen washburn Truss Type ROOF TRUSS Ply BOYS & GIRLS CLUB, 08-1466 Job Reference (oplional) 7 10-9 4 00 [12" 7 040 s Apr 17 2008 MlTek Industnes Inc Wed Mar 04 15 39 47 2009 Paget 21-6C I Scale = 1 82 3 Plate Offsets (X,Y) )2 o 2-10 3 0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 16 0 Plales Increase 1 25 TC 0 65 Vert(LLj 0 07 8-9 >999 240 MT20 197/144 TCDL 16 0 Lumber Increase 1 25 BC 0 67 Ven(TL) •0 13 6-6 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0 59 Hotz(TL) 0 02 5 n/a n/a BCDL 5 0 Code UBC97/ANS195 (Matnx) Weight 105 lb LUMBER TOPCHORD 2X4 SPF No2 3) C-C Wind Lumber lncrease=l 33 Plate lncrease=1 33 Pll BOT CHORD 2 X 4 SPF No 2 Except metal=1 33 Bl 2X4 SPF 1650F 1 5E Uniform Loads (plf) WEBS 2X4SPFN0 2 Vert 1-4=17 5 9--6 BRACING Horz 1-t= 29 TOP CHORD 4) Regular-Drag LC«1 Left Lumber lncrease=l 33 Plate Sheathed or 3-1-0 oc purlins excepl end verticals lncrease=l 33 Pit metal=1 33 BOTCHORD Uniform Loads (plf) 6-0-0 oc braang Verl 1-4=-38, 5 9=-10 WEBS Horz 1 4=237 1 Rowatmidpt 2-6 3 5 1-8 4 5 Drag 9-10= 850 5 11=-850 5] Regular Drag LC^t^ Right Lumber lncrease=1 33 Plate REACTIONS (Ib/size) lncrease=l 33 Pll metal=l 33 9 785/0 5 8 Uniform Loads (plf) 5 785/0-S 0 Vert M=9D 59=-10 Max Horz Horz 1-1-237 9 432(LC 7] Drag 9 10=850 5 11=850 Max Uplift 6) C-C Wind Drag LC#1 Left Lumber lncrease=1 33 Plate 9 790(LC 6) lncrease=l 33 Pit metal=l 33 5 341(LC 7) Uniform Loads (plf) Max Grav Vert M=^44, 5 9=-5 9 1509(LC 5] Horz 1 4=208 5 950(LC 4) Drag 9 10=850 5-11=-850 7) C C Wind Drag LC#1 Right Lumber lnaease=1 33 Plate FORCES (lb) Maximum Compression/Maximum Tension lncrease=l 33 Pit metal=1 33 TOP CHORD Unifonn Loads (plf) 1 2 = 2310/1335 2 3 -1537/969 Verl 1-l=-9, 5-9= 6 3-1 = -516/410 1 9 1459/806 Horz 1-1=267 4 5 = 127/41 Drag 9 10=850 5-11=850 BOTCHORD 9 10 = 1125/1064 8 10 = 1169/1107 7-8 = 505/1172 67 505/1172 6-11 = 714/1071 5 11 = 714/795 WEBS 2-8 = -131/368 2-6 -913/549 3-6 = 242/546 35 = 984/382 1-8 = 1225/1976 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98, 85mph TCDL=6 Opsf BCDL=3 0psf h=26ft Cat II Exp C, enclosed CCInienor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Provide mechanical connection (by others] of Imss to beanng plate capable of withstanding 790 Ib uplift at joint 9 and 341 Ib uplrft al joint 5 5) This tmss has been designed for a total drag load of 1700 Ib Connect truss to resist drag loads along bottom chord from 0 0-0 to 1 00 20-6 Oto 21 6-0 for 850 0 plf 6) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plate lncrease=l 25 Unifonn Loads (plf) Vert 1-)=-64 5 9=-10 2) IBC BC Live Lumber lncrease=l 25 Plate lncrease=1 25 Unifonn Loads (plf) Vert 1-4= 32 5-9= 30 Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R10A MONO TRUSS 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Plate Offsets (X.Y) [1 0-0 3,0 3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 89 Vert(LL) 0 34 9 1 1 >999 240 MT20 197/144 TCDL 16 0 Lumber Increase 125 BC 0 90 Vert(TL] 0 48 9 11 >703 240 BCLL 0 0 Rep Stress Incr YES WB 069 Horz(TL) 0 10 8 n/a n/a BCDL 5 0 Code UBC97/ANS195 (Matnx) Weight llf lb Alliance/TruTrus Tolleson AZ 85353 Allen washbum 7 040 s Apr 17 2008 MlTek Industnes Inc Wed Mat 04 15 30 22 2009 Page 1" Scale = 1 72 8 43eSia-233# 12 3x6 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E 'Except' Tl 2 X 4 SPF 2400F 2 OE BOT CHORD 2 X 4 DF 2850F 2 3E WEBS 2 X 4 SPF No 2 'Except W5 2 X 4 SPF 1650F 1 5E SLIDER Left2X4SPF No 3 3 7-1 BRACING TOP CHORD Shealhed or 2 2-14 oc purlins except end verticals BOTCHORD 6-0 0 oc braang WEBS 1 Row at midpt 7-8 6 8 REACTIONS (Ib/size) 1 8 Max Hor; 1 = Max Uplift 1 8 Max Grav 1 1162/0 5-8 1162/Mechanicai 453(LC 7) -1244(LC 6] 233(LC 7) 2273(LC 5) 1205(LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1 2 = -6893/4054 3-1 = -5461/2966 5- 6 = 3573/2151 7-8 = 194/53 BOTCHORD 1 12 = 1937/6297 10 11 = 2017/3829 9 13 = -1927/2792 WEBS 3 11 = -652/357 5 9 = -1075/303 6- 8 = -1442/310 2-3 = -6290/3543 4 5 = -4499/2122 6 7 = 1045/925 11 12 = -1790/4247 9 10 = 2017/3829 8 13 = -231/1095 5 11 = 340/884 6-9 = 1451906 Vert l-8=-10 1 7=-72 2) IBC EC Live Lumber lncrease=1 25 Plate lncrease=l 25 Unifomi Loads (plf) Vert 1-8= 30 1-7= 32 3) C CWind Lumber lnctease=1 33 Plate lncrease=1 33 PH metal=1 33 Uniform Loads (plf) Vert 1 8=-6 1 7=17 Horz 1 7= 29 4) Regular Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-8= 10 1 2= 22 2 7= 36 Horz 1 2=413 2 7=576 Drag 1 12=2050 8 13=2050 5) Regular-Drag LC#1 Right Lumber lncrease=l 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-8=-10 1 2=-122, 2 7=-108 Horz 1 2=-113 2 7=576 Drag 1-12=2050 8 13=2050 6) C C Wind-Drag LC#1 Left Lumber lncrease=l 33 Plate lncr6ase=1 33 PH metal=1 33 Uniform Loads (plf) Vert 1-8=-6 1 2=68 2 7=53 Hon; 1 2=383 2-7=546 Drag 1 12=2050 8-13= 2050 7) C C Wind Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=l 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-8=-6 1 2= 33, 2 7= 19 Hor^ 1-2=-142 2-7=-605 Drag 1 12=2050 8-13=2050 NOTES (7) 1) This truss has been checked for uniform roof live load only excepl as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0psf h=26ft Cal II ExpC enclosed C C Intenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Refer to girder(s) for truss lo imss connections 5) Provide mecJianical connection (by others) of tmss to beanng plate capable of withstanding 1244 ib uplift al joint 1 and 233 lb uplift aljoint 6 6) This tmss has been designed fot a total drag load of 4100 lb Connect tmss to resist drag loads along bottom chord from 0 0 0 lo 1 0-0 27 5 8 to 28 5 8 for 2050 0 plf 7) This job IS valid only it the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Job Truss Truss Type Oty Ply 2XTRUSSES R10B MONO TRUSS 13 1 Alliance/TruTrus Tolleson AZ 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2"008 MlTek Industnes Inc Wed Mar 04 1540 33 2009 Pagel Scale = 1 67 3 -H6-2iU-190# Plate Offsets (X.Y) |i o i 11,0-21 LOADING (psf) TCLL 20 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plaies Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 67 BC 0 81 WB 0 63 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) 0 20 8-9 >999 240 Ven(TL) -0 39 9 11 >869 240 Horz(TL) 010 8 n/a n/a PLATES GRIP MT20 197/144 Weight 112 lb LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN02 WEBS 2 X 4 SPF No 2 'Except' W52X 4 SPF 1650F 1 5E SLIDER Left 2 X 4 SPF No 3 3-7-1 BRACING TOP CHORD Sheathed or 2-10 5 oc purlins, except end verticals BOT CHORD 6 0-0 oc braang WEBS 1 Row at midpl 7 8 6-6 Vert 1-8=-6 1 7=17 Horz 1-7=29 F!EACTIONS 1 = 8 Max Horz 1 = Max Uplift 1 (Ib/size) 1162/0 5-8 1162/Mechanical 218(LC 3) 133(LC 3) 190(LC 3) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 = 3169/355 3-1 = 2805/302 5-6 = 1563/162 7 8 = 194/51 BOTCHORD 111 = 528/2986 9 10 = 378C193 WEBS 3-11 = -130/138 5- 9 = 983/206 6- 8 = 1374/245 2 3 = -3107/370 4 5 = -2691/314 6 7 = 91/22 10 11 = 378/2193 8-9 = 182/1045 5 11 = -61/612 6 9 = 84/846 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph, TCDL=6 Opsf BCDL=3 Opsf h=26ft Cat II, Exp C enclosed C C lntenor{1) Lumber D0L=1 33 plate gnpD0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 4) Refer to girder(s) for tmss to tmss connections 5) Provide mechanical connection (by olhers) of truss to beanng plate capable of withstanding 133 lb uplifl atjomt 1 and 190 Ib uplift at joint 8 6} This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber [ncrease=1 25 Plate lncrease=1 25 Unifomi Loads (plf) Vert 1-8= 10 1-7= 72 2) IBC BC Live Lumber lncrease=1 25 Plate lncrease=l 25 Unifonn Loads (plf) Vert 1-8=30 1 7= 32 3) C C Wind Lumber lncrease=1 33 Plate lncrease=1 33 PH metal=1 33 Uniform Loads (pif) Job Truss Truss Type Qty Ply 2XTRUSSES R10C MONO TRUSS 8 1 Alliance/TruTrus Tolleson AZ 85353 Allen washbum BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Relerence (optional) 7 040 s Apr 17 2008 MiTek Industnes Inc Wed Mar 04 16 03 43 2009 Page 1 2B5J\2 ^ Scale = 1 67 7 Plate Oftsets (X Y) [10-1-11,021 LOADING (psf) TCLL 20 0 TCDL 15 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0 67 BC 0 81 WB 0 71 (Matnx) DEFL in (loc) I/deft L/d Verl(LL) -019 9 10 >999 240 Vert(TL) 0 41 10-12 >838 240 HorzfTL) 0 08 14 n/a n/a PLATES MT20 GRIP 197/144 Weight 119 lb LUMBER TOPCHORD 2X4SPFN02 BOT CHORD 2 X 4 SPF No 2 WEBS 2 X 4 SPF No 3 'Except' W6 2 X 4 SPF No 2 W5 2 X 4 SPF 1650F 1 5E OTHERS 2X4SPFN0 2 SLIDER Left 2 X 4 SPF No 3 3 7 1 BRACING TOPCHORD Sheathed or 2 10 3 oc purlins except end verticals BOT CHORD 6 0-0 oc bracing WEBS 1 Row at midpt 6 9 JOINTS 1 Brace at Jt(s) 9 LOAD CASE(S) 1} Regular Lumber increase=^ 25 Plate Increase=l 25 Uniform Loads (plf) Vert 1-8=-10 1 7=-72 2) IBC BC Live Lumber lncrease=l 25 Plate lnCTease=1 25 Uniform Loads (plf) Vert 1-8= 30 1-7= 32 3) C C Wind Lumber lncrease=1 33 Plale lncrease=1 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-8=-6 1 7=17 Horz 1 7= 29 REACTIONS (Ib/size) 1 14 Max Horz 1 Max Uplift 1 = 14 1165/0 5-8 1137/0 1-8 216(LC 3) 134(LC 3) 183(LC 3) FORCES (10) - Maximum Compression/Maximum Tension TOPCHORD 1 2 = 3180/358 3-4 = 2828/309 5-6 = -1601/170 9-13 = -137/965 BOTCHORD 1-12 = 529/2996 10 11 = 380/2206 8 9 =0/0 WEBS 2 3 4 5 67 7-13 3117/372 2714/320 149/0 137/965 11 12 = 380/2206 9 10 = 183/1054 3-12 = 5-10 = 69 = 13 14 = -122/136 970/205 1332/238 -13/70 5 12 6- 10 7- 14 -63/614 89/865 1140/1B NOTES (8) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 Opsf h=26ft Cat II Exp C enclosed C C lntenor(1} Lumber D0L=1 33 plate gnp D0L=1 33 Plale metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) All plates ate 3x4 MT20 unless otherwise indicated 5) Beanng aijOint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to gram formula Building designer should venfy capacity of beanng surface 6) Provide mechanical connection (by others) of tmss to beanng plate aijoint(s) 14 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 134 lb uplift atjomt 1 and 183 lb uplift at joint 14 8) This job IS valid only if the tmss is fabricated by ALLIANCE TRUTRUS INC TOLLESON, A2 Job Truss Truss Type oty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES RIOD MONO TRUSS 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TmTrus Tolleson AZ 85353 Allen washbum 7 040 s Apr 17 2008 MlTek Industnes Inc Wed Mar 04 16 05 15 2009 Pagel Scale = 1 72 8 233# 3x6 Plate Oftsets (X,Y) [10-0-3,0 3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 89 Vert(LL) 0 34 9 11 ^999 240 MT20 185/144 TCDL 16 0 Lumber Increase 1 25 BC 0 90 Vert{TL) -0 49 9 11 >699 240 BCLL 0 0 Rep Stress Incr YES WB 0 83 Horz(TL) 010 8 n/a n/a BCDL 5 0 Code UBC97/ANS195 (Mainx) Weight lie lb LUMBER TOP CHORD 2 X 4 SPF 165DF 1 5E 'Except' Tl 2 X 4 SPF 2400F 2 OE BOT CHORD 2 X 4 DF 2850F 2 3E WEBS 2 X 4 SPF No 3 'Except' W6 2 X 4 HF No 2 W5 2 X 4 SPF 1650F 1 5E SLIDER Left2X4 SPFNo3 37 1 BRACING TOPCHORD Sheathed or 2 2-14 oc purlins except end verticals BOTCHORD 6 0 0 00 bracing WEBS 1 Rowatmidpt 7-8 6-8 REACTIONS (Ib/size) 1 8 Max Horz 1 Max Uplift 1 8 Max Grav 1 1162/0 5-8 1162/Mechanical 453(LC 7) 1244(LC 6] 233(LC 7i 2273(LC 5) 1205(LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 = 6893/4054 3-1 = 5461/2966 5-6 = 3574/2151 7-8 = 194/53 BOT CHORD 2 3 = -6289/3543 4 5 = -1499/2122 6 7 = 1044/925 Vert 1-6= 10 1 7= 72 2) IBC BC Live Lumber lncrease=1 25 Plate lnaease=1 25 Unifomi Loads (plf) Vert 1-8= 30 1 7= 32 3) C C Wind Lumber lncrease=1 33 Plate lncrease=1 33 Pit metal=1 33 Unifomi Loads (plf) Vert 1-8=-6,1-7=17 Horz 1 7'-29 4) Regular Drag LC#1 Left Lumber lnCTease=1 33 Plale lncrease=1 33 Pll metal=1 33 Uniloim Loads (plf) Vert 1 8= 10 1-2= 22, 2 7=-36 Horz 1-2=413,2 7=576 Drag 1 l2=-2050 8 13=2050 5) Regular Drag LC«1 Right Lumber lncrease=l 33 Plate lncrease=1 33 PH metal=1 33 Uniform Loads (plf) Vert 1-B=-10, 1 2= 122 2 7= 108 Horz 1 2=-113 2 7= 575 Drag 1 12=2050, 8 13=2050 6) C-C Wind Drag LC»1 Left Lumber incfease=1 33 Plate lTicisase=l 33 Pit Tnelal=l 33 Uniform Loads (plf) Vert 1-8=-6 1 2=68 2-7=53 Horz 1 2=383 2-7=546 Drag 1 12= 2050 8 13= 2050 7) C C Wind Drag LC#1 Right Lumber lnaease=1 33 Plate lnctease=1 33 Pit metal=1 33 Uniform Loads (plf) Vert 1-8=-6 1 2=-33 2 7= 19 Horz 1 2=-442 2 7^05 Drag 1 12=2050 8-13=2050 1 12 10 11 • 9 13 WEBS 3 11 • 59 6-8 1937/6297 2017/3828 1927/2792 -652/357 1074/303 1444(310 11-12 9 10 8-13 1790/4247 2017/3828 182/1563 5-11 = 339/884 6 9 = -145/906 NOTES (7) 1) This Imss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=5 Opsf, BC0L=3 Opsf h=26ft Cat II ExpC enclosed C C lntenor(1), LumberD0L=1 33plate gnp 00L=1 33 Plale metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) Refer to gin3er(s) for tmss to truss connections 5) Provide mechanical connection (by others) of tmss to beanng plale capable of withstanding 1244 lb uplift at joinl 1 and 233 Ib uplift at joint 8 6) This tnjss has been designed lor a total drag load of 4100 Ib Connect ttuss to resisl drag loads along bottom chord from 0 0 0 to 1 0 0 27 5 8 to 28 5 8 for 2050 0 plf 7) Thts job IS valid only if the truss is fabricated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) 1) Regular Lumber lncrease=1 25 Plate lncrease=1 26 Unifonn Loads (plf) Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R11A GABLE 1 1 BOYS & GIRLS CLUB /1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Allen washbum Scale = 1 57 3 6x8 = 342#/-ZSW^2I0#(-88*G090#Ma93# 3x4 = 109?ffte58# 0#f-75ffi1jtiBS7S/-15# 6x8 = 865#/-707# 7 1-t 02 12 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plales Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0 94 BC 0 86 WB 0 87 (Matnx) DEFL in (loc) l/defl L/d Verl(LL) 010 10-12 >999 240 Vert(TL) 015 10-12 >718 240 HorzfTL) 0 02 6 n/a n/a PLATES MT20 MT20H Weight 1551b GRIP 197/144 148/108 LUMBER TOPCHORD 2X4SPFN02 BOT CHORD 2X4 SPF 2100F 1 8E 'Except* B22X4SPF No 2 WEBS 2X4SPFN03 Excepl W4 2X4DF2850F2 3E W5 2X 4 SPF 1650F 1 5E OTHERS 2X4SPFN03 BRACING TOPCHORD Sheathed or 4 9 12 oo purlins except end verticals BOTCHORD 6 0 0 oc braang JOINTS 1 Brace at Jt(s) 16 REACTIONS (Ib/size) 12 959/7 10-0 10 524/7 10-0 6 195/7 10-0 13 -18/7-10 0 14 36/7 10-0 15 110/7 10-0 9 25f7 10 0 8 27/7 10-0 7 19/7-10-0 Max Horz 15 -107(LC 4) Max Uplift 12 1293(LC 6] 10 -658(LC 7) 6 -707(LC 7) 13 88(LC 2) 14 -210(LC 5) 15 -237(LC 6) 9 75(LC 2) 7 15(LC 6) Max Grav 12 2090(LC 5) 10 1097(LC 4) 6 865(LC 4) 13 = 20(LC 5) 14 204(LC 6) 15 342(LC 5) 8 81{LC 2) 7 57(LC 2) FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1-2 569/574 23 = 1448/1961 3-1 782/851 45 -155/529 1-16 = 72/41 5-6 = 84/40 BOTCHORD 16-16 = -143/393 14 15 = 805/756 13 14 = 1035/1011 12 13 = 1495/1446 11-12 = -450(453 1011 = -1501483 910 = 556/690 89 -173/333 7-8 -154/588 6-7 -937/1071 WEBS 2 12 = 565/223 3-12 = -2217/1657 3 10 = 1290/1116 4 10 = 808/540 2 16 = 201/235 4-6 -1278/1117 NOTES (9) 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 0pSf BCDL=3 0psf, h=26ft Cat 11 ExpC enclosed CCIntenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) Tmss designed for wind loads in the plane of the imss only For studs exposed lo wind (normal to the face), see MiTek Standard Gable End Detail 4) This tnjss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 5) All plates are MT20 plates unless othenwise indicated 6) Gable studs spaced at 1 4-0 oc 7) Provide mechanical connection (by others) of tmss to beanng plale capable of withstanding 1293 Ib uplift at joint 12 658 lb uplift aljoint 10 707 lb uplift at joint 6 88 lb uplift at joint 13 210 lb uplift atjomt 14 237 Ib uplift at joint 15 75 Ib uplift at joint 9 and 15 Ib uplift atjomt 7 8) This tmss has been designed for a total drag load of 3000 Ib Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 7-10 0 16 2-0 to24 0 Ofor 191 5 plf 9) This [Ob IS valid only il the tnjss is fabncated by ALLIANCE TRUTRUS INC , TOLLESON AZ LOAD CASE{S) Standard Job Truss Truss Type Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R11B FINK 10 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Allen washburn 7 040 s Apr 17 2008 MlTek Industries Inc Mon Jan i:? 13 0444 2009 Pagel 19-9-10 1 24-00 1 1- — : -] 4-2-6 7 6 10 4x8 - 7-9-1D Scale = 1 55 5 4 00 12 7 7-1 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0 59 BC 0 45 WB 0 64 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) -012 7 9 >999 240 Vert{TL) -0 22 7 9 >999 240 Hoiz(TL) 0 04 6 n/a n/a PLATES GRIP MT20 197/144 Weight 95 Ib LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2X4SPFN02 WEBS 2X4SPFN0 3 BRACING TOP CHORD Sheathed or 4-9 13 oc purlins except end verticals BOTCHORD 6-0 0 oc braang REACTIONS (Ib/size) 6 10 Max Uplift 6 10 877/0 5 8 877/0 5 8 135(LC 3) 135(LC 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD 1 2 = -110/11 2 3 = 1207/225 3-1 = -1207/225 4 5 = -110/11 1 10 = -90/17 5-6 = -90/17 BOTCHORD 9 10 = -178/1077 7-6 = -130/1007 WEBS 2- 9 3- 7 2-10 = -3/120 0/228 -1273/233 8-9 6-7 39 47 4-6 = 130/1007 = 178/1077 = 0/228 = 3/120 = 1273/233 NOTES (5) 1) This truss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7-98 85mph TCDL=6 Opsf BCDL=3 0pEr h=26ft Cat II ExpC enclosed C C Intenor(l) Lumber D0L=1 33 plate grip D0L=1 33 Plate metal D0L=1 33 3) This Injss has been designed for a 10 0 pst bottom chord live load nonconcurrenl with any other live loads 4) Provide mechanical connection (by others) ot truss to beanng plate capable of withslarding 13510 uplift at joinl 6 and 135 Ib uplift at joint 10 5) This job is valid only if the tmss is fabricated by ALLIANCE TRUTRUS INC TOLLESON AZ \.QM) CASE(S) Standard Job Truss Truss Type Oty Ply 2XTRUSSES R11C FINK 1 1 Plate Oftseis (X.Y) [6 Edge,0-3-8|, 110 Edae,0-3-81 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0 59 BC 0 94 WB 0 65 (Matnx) DEFL in (loc) l/defl Ud Ven(LL) -0 12 7-9 >999 240 Vert(TL) -0 22 7-9 >999 240 Horz(TL) 0 05 6 n/a n/a PLATES GRIP MT20 197/144 Weight 95 lb Alliance/TruTrus Tolleson A2 65353 Allen washbum 4 2-6 BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2008 MiTek Industnes Inc Mon Jan 12 13 07 08 2009 Page 1 4 2-e Scale = 1 55 5 LUMBER TOPCHORD 2X4 SPF No 2 BOT CHORD 2X4SPFN02 WEBS 2X4SPFN03 BRACING TOP CHORD Shealhed or 3-7 0 oc purlins excepl end verticals BOTCHORD 6 0 0 oc braang WEBS 1 Rowatmidpt 2 10 4-6 FiEACTlONS (Ib/size) 6 877/0 5 8 10 877/0 5-8 Max Horz 10 -314(LC 4] Max Uplift 6 846(LC 7) 10 846(LC 6) Max Grav 6 1588(LC 4) 10 1588(LC 5) FORCES (lb) - Maximum Compression/Maximum Tens TOP CHORD 1 2 495/510 2 3 2056/1044 3-4 2055/1043 45 -195/510 1-10 = 108/35 5-6 108/35 BOTCHORD 10-11 = 774/1674 9 11 = 942/1842 8-9 337/1214 7-8 337/1214 7 12 = 529/1428 6-12 = 361/2050 WEBS 29 436/502 39 343/461 37 -344/462 4 7 -437/503 2-10 = -2443/1403 4-6 2442/1402 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noted 2) Wind ASCE 7 98 85mph TCDL=6 Opsf BCDL=3 0psf h=26ft Cat II ExpC enclosed C-C lntenor(l) Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed fot a 10 0 psf bottom chord live load nonconcurrenl wilh any other live loads 4) Provide mechanical connection (by others) of Imss to beanng plate capable of withstanding 846 Ib uplift atjoint 6 and 846 lb uplift at joint 10 5) This tmss has been designed for a total drag load of 3100 lb Connect truss to resist drag loads along bottom chord trom 0-0-0 to 1 0-0, 23-0 0 lo 24 0 0 for 1550 0 plf 6] This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard Job 2XTRUSSES Alliance/TnjTrus Tolleson AZ 85353 Allen washburn BOYS & GIRLS CLUB, 08-1466 BOYS 8. GIRLS CLUB, 08-1466 Job Reference (optional) 7 040 s Apr 17 2008 MlTek Industries Inc Mon Jan 12 13 30 22~20O9 Page 1 4 00 12 5x6 = Scale = 1 83 3 1844#/-51^ 5x8 — Plale Offsets (X Y) [1 0 0 14,0-2-151 111 0 0 14,0 2 151 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 98 BC 0 86 WB 0 48 (Malnjr) DEFL in (loc) l/defi Ud Vert(LL) -0 29 12-14 >999 240 Vert(TL] -066 12 14 >778 240 Hotz(TL) 0 20 11 n/a n/a PLATES MT20 GRIP 197/144 Weighl 285 Ib LUMBER TOP CHORD 2 X 4 SPF No 2 •Except" Tl 2X4 SPF 1650F 1 5E Tl 2X4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1 5E •Except' B2 2 X4 SPF No2 WEBS 2 X 4 SPF No 2 'Except Wl 2 X 4 SPF No 3 W3 2 X 4 SPF No 3 W3 2 X 4 SPF No 3 Wl 2 X 4 SPF NO 3 OTHERS 2X4 SPF No 3 SLIDER Left 2 X 4 SPF fJo 3 3 9-1 Right2X4SPF No 33-9-1 BRACING TOPCHORD Sheathed BOTCHORD 6-0 0 oc braang REACTIONS (Ib/size) 1 11 Max Uplift 1 11 Max Grav 1 = 11 7) This tmss has been designed for a total drag load of 1500 lb Connect tmss to resist drag loads along bottom chord from 0 0 0 to 42-6 0 for 35 3 plf 8) This job IS valid only if the tmss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE{S) Standard 1573/0 5-8 1573/0 5-8 -513(LC 6] -513(LC 7) 1844(LC 5) 1844(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOPCHORD 1 2 -1509/1306 2 3 = 4296/1187 3-1 -4041(1050 4-5 = 3663/946 5-6 -3131/761 67 = 3131/761 7-8 -3869/948 8-9 = -4041/1050 9 10 = -4296/1187 10-11 = -4509/1306 BOTCHORD 1 17 = -1191/4149 16-17 = 826/3380 15 16 = -559/3222 14-15 = 398/2429 13-14 = -559/3222 12 13 = 826/3380 11-12 = -1191/4149 WEBS 3 17 = -316/150 5 17 = 126/526 515 = -6771190 S15 = 132/762 6 14 = 132/782 7 14 = -677/190 7 12 = 126/526 9 12 = -316/150 NOTES (8) 1) This tmss has been checked for unifonn roof live load only excepl as noted 2) Wind ASCE 7-98 85mph TCDL=6 Opsf BCDL=3 0psf h=26ft Cal II ExpC enclosed C C intenor(l) Lumber D0L=1 33 plate gnpD0L=1 33 Plale melal D0L=1 33 3) Tmss designed for wind loads in the plane of the tmss only For studs exposed to wind (normal to the face), see MiTek Standard Gable End Detail 4) This tmss has been designed for a 10 0 psf bottom chord live load nonooncurrent with any other live loads 5) Gable studs spaced at 1 4 0 oc 6) Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 513 lb uplift aljoint 1 and 513 lb uplift at joint 11 Job Truss Truss Type Qty Ply BOYS & GtRLS CLUB, 08-1466 2XTRUSSES R12B COMMON 47 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/TruTrus Tolleson AZ 85353 Allen washbum 7 040 s Apr 17 2008 MiTek Industries lnc~Mon Jan 12 13"24 55"2O09 Page l' Scale = 1 83 3 5x8 - 1573#/-24^6 5x8 - 3xg5];3#/-242# Plale Offsets (X.Y) |1 0 0-10,0-3-31, [11 0-0 10,0-3 3) LOADING (psfl TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0 72 BC 0 97 WB 0 55 (Matnx) DEFL tn (loc) l/defl Ud Vert(LL) 0 26 15 >999 240 Vert(TL] 064 12 14 >794 240 Horz[TL] 0 21 11 n/a n/a PLATES GRIP MT20 197/144 Weight 164 Ib LUMBER TOPCHORD 2X4SPFN0 2 BOT CHORD 2 X 4 SPF No 2 WEBS 2X4 SPF No 3 •Except" W4 2 X 4 SPF No 2 W4 2 X 4 SPF No 2 SLIDER Left2X4SPFNo34l 11 Right2X4SPF No341-11 BRACING TOP CHORD Shealhed or 2-6-15 oc purlins BOT CHORD 6-0-0 oc bracing REACTIONS (Ib/size) 1 11 Max Uplift 1 11 1573/0 5-8 1573/0-5-8 242(LC 3) 242(LC 3) FORCES (tb) Maximum Compression/Maximum Tension TOPCHORD 1 2 -3738/575 2 3 3663/595 3-1 -3549/590 4 5 3491/607 5-6 = -2791/518 67 2791/618 7-8 3491/607 89 -3549/590 9-10 = -3663/595 10 11 = 3738/575 BOTCHORD 1-17 = -196/3436 16 17 = 392/2961 15-16 = -392/2961 14 15 = 249/2285 13-14 = 392/2961 12 13 = 392/2961 11-12 = -196/3436 WEBS 3-17 = -298/120 5 17 = 77/518 5-15 = -677/173 6 15 = 109/705 6-14 = 109/705 7 14 = -677/173 7-12 = 77/518 9 12 = 298/120 NOTES (5) 1) This truss has been checked for uniform roof live load only excepl as noted 2) Wind ASCE 7-98 85mph TCDL=6 0psf BCDL=3 0psf h=25ft Cat II ExpC enclosed C-C Intenor(l) Lumber 00L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonooncurrent with any other live loads 4) Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 242 Ib uplift at joint 1 and 242 Ib uplift al joint 11 5) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC, TOLLESON AZ LOAD CASEfS) Standard Job 2XTRUSSES Truss R12C Alliance/TruTrus Tolleson AZ BE353 Allen washbum Tmss Type COMMON Ply BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB, 08-466 J 0 b Ref ere nee (o ptio nal) 7 040 5 Apr 17 2008 MlTek Industries Inc Mon Jan 12 13 25 49 2009 Pagel 4 00 fl2~ Stale = 1 83 3 6x8 II 3x4 1397#/110JJf4- 17 18 2622#/-1586# 8x8 - 16 3x6 - 15 3x4 - 14 3x4 : 13 1912 2630#/-1594# 3x6 - 8x8 = 32 2-0 33-2 12 3x4^ 6x8 II 3^88#/-1093# Plate Olfsels(X,Y) [1 0-3-15,Edgei, in O 3-l5,Edgel LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0 93 BC 0 91 WB 0 80 (Matnx) DEFL in (loc) l/defl L/d Ven(LL) 010 1-17 >999 240 Verl(TL) 0 18 11 12 >611 240 Hor7(TL) 0 03 11 n/a n/a PLATES MT2D GRIP 197/144 Weight 164 lb LUMBER TOP CHORD 2 X 4 SPF No 2 "Except" Tl 2X4SPF 1650F 1 5E Tl 2X4SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 2100F 1 8E Except" B2 2X4 SPF 1650F 1 5E WEBS 2 X 4 SPF 1650F 1 5E 'Except' Wl 2 X 4 SPF No 3 Wl 2 X 4 SPF No 3 SLIDER Left 2X4 SPF N034-1 11, Right 2X4 SPF No 34-1-11 BRACING TOPCHORD Sheathed or 3 7-7 oo puhins BOT CHORD 6 0-0 oc bracing WEBS 1 Rowatmidpt 5-17 6 15 6-14 7 12 REACTIONS (Ib/size) 4) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1101 lb uplift at joint 1, 1586 lb uplift at joint 17, 1594 lb uplift atjomt 12 and 1093 lb uplift at joint 11 5) This tmss has been designed for a total drag load of 10100 Ib Connect tmss to resist drag loads along bottom chord from 0 0 0 to 10-1 0 32 5-0 to 42-6-0 for 494 7 plf 6) This job IS valid only if the iruss is fabncated by ALLIANCE TRUTRUS INC,TOLLESON AZ LOAD CA^(S) Standard 1 361/10 4-0 17 1211/10-1-0 12 1211/10-4-0 11 361/10-1-0 Max Uplift 1 = -1101(LC 6) 17 -1586(LC 6) 12 1594(LC 7) 11 = 1093(LC 7) Max Grav 1 1397(LC 5) 17 2622(LC 5) 12 2630(LC 4) 11 1388(LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1 2 2992/2686 2 3 1716/1904 3-1 986/743 4 5 853/924 5-6 = -2241/1562 67 -2228/1549 7-8 = 876/781 89 = -963/719 910 = 1693/1881 10 11 ^ -2968/2662 BOTCHORD 1 17 = 2197/2573 17-18 -1044/1631 16 18 = -1044/1734 15-16 1044/1734 14-15 = -87/829 13 14 936/1625 13-19 = 936/1625 12 19 -535/1224 11 12 = 2175/2552 WEBS 3 17 = 558/232 5-17 = 3053/2248 5-15 = -927/1039 6-15 : 892/916 6-14 = 897/920 7 14 -932/1044 7 12 = 3063/2257 912 557/231 NOTES (6) 1) This tmss has been checked for uniform roof live load only except as noled 2) Wind ASCE 7 98 85mph TCDL=6 0psf BCDL=3 0psl h=26ft Cat II ExpC enclosed C C lnl9nor(1), Lumber D0L=1 33 plate gnp D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun'ent with any other live loads Job 2XTRUSSES Alliance/TruTrus Tolleson Alf Truss R12D '85353 Allen washbum 7 11 10 , Truss Type COMMON Ply BOYS & GIRLS CLUB, 08-1466 BOYS & GIRLS CLUB /1466 Job Relerence (optional) 7 040 s Apr 1?'200S'MiTek Industnes Inc Mon Jan l2*13 26 58 2009 Page 1 Scale = 1 83 3 4x6 II 3x4 860#/-569gx4 3x4 4x6 3x^56#/-565# Plate Offsets (X.Y) [1 0 3-7.0 2-14] (11 0-3 7,0-2-141 LOADING (psf) TCLL 16 0 TCDL 16 0 BCLL 0 0 BCDL 5 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code USC97/ANSI95 CSI TC 0 74 BC 0 48 WB 0 53 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) 0 12 11 12 >940 240 Vert(TL) 0 22 11 12 >5D2 240 HorzfTL) 0 04 11 n/a n/a PLATES MT20 GRIP 197/144 Weight 164 Ib LUMBER TOPCHORD 2X4SPFN02 BOT CHORD 2X4SPFN02 WEBS 2 X 4 SPF No 3 'Except' W22X 4SPF 1650F 1 5E W42X 4 SPF 1650F 1 5E W42X4 SPF 1650F 1 5E W22X 4SPF 1650F 1 5E SLIDER Left2X4SPFNo34 1-11 Right 2 X 4 SPF No 3 4 1 11 BRACING TOP CHORD Sheathed or 4 5 10 oc purlins BOT CHORD 6-0-0 OC braang WEBS 1 Rowatmidpt REACTIONS (ib/size) 4} Provide mechanical connection (by others) of tmss to beanng plate capable of withstanding 5691b uplift atjomt 1 891 Ib uplift atjoint 17 895 Ib uplift at joint 12 and 565 lb uplift at joint 11 5) This Injss has been designed for a total drag load of 5000 Ib Connect tmss to resist drag loads along bottom chord from 0-0-0 lo 10-10-0 31 11-Oto42-6-0 for2335 plf 6) This job IS valid only if the truss is fabncated by ALLIANCE TRUTRUS INC TOLLESON AZ LOAD CASE(S) Standard 5 17 6 15 6 14,7 12 1 = 357/10 10-0 17 1216/10-lfrO 12 1216/10-lfrO 11 = 357/10 10-0 Max Uplift 1 = -569(LC 6) 17 -891(LC 6) 12 -895{LC 7) 11 565(LC 7) Max Grav 1 = 860(LC 5) 17 1931(LC 5) 12 1935(LC 4) 11 856(LC 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2 -1635/1439 2-3 = 1121/963 3-1 537/467 4 5 = 460/545 5-6 1550/879 67 = -1544/873 7-8 -170/555 89 = 526/456 910 = 1111/953 10-11 = -1624/1428 BOT CHORD 1 17 = -1310/1339 17 18 = -398/1078 16 18 = 563/1243 15-16 = 563/1243 14 15 = 57/794 13-14 = -512/1192 13 19 = 512/1192 12 19 = -105/1085 11 12 = 1300/1329 WEBS 317 = 518/189 5 17 = 2014/1201 5-15 = -143/559 6-15 = -457/478 614 = -160/480 7 14 = -445/561 7-12 = 2019/1206 9 12 = -517/188 NOTES (6) 1) This tmss has been checked for unifomi roof live load only except as noted 2) Wind ASCE 7 98, BSmph TCDL=6 Opsf BCDL-3 Opsf h=26« Cat II, ExpC enclosed C-C lntenor(1) Lumber D0L=1 33plate grip D0L=1 33 Plate metal D0L=1 33 3) This tmss has been designed for a 10 0 psf bottom chord live load nonooncurrent with any other iive loads Job Truss Truss lype Qty Ply BOYS & GIRLS CLUB, 08-1466 2XTRUSSES R12E GABLE 1 1 BOYS & GIRLS CLUB, 08-1466 Job Reference (optional) Alliance/1 ru 1 rus lolleson AZ ebJba Allen washbum 7040s Apr 1/2008 Miiek InOuElries Inc lue l-eb 1U 11 0006 2009 Pagel 7 3-5 1 1-1 w 213-n 1 23-2 13 35-2 11 1 40 2-0 1 7 3-5 S 11 13 e-1113 6-11 13 6 1113 4 II 5 4 00 12 6x8 II Scale = 1 88 5 6x18 - 3046#/-1792ift . 58 57 56 55 54 3x4 - 53 52 515019 48 47 46 45 44 43 42 41 40 3S837 36 35 3433 ^^2lh#?^559# 4x6 - 3x4 = 3x4 — 3x6 = 3x6 = 8x8 - 3x8 , e*.2 17-0-11 25-5-5 1 33-9-14 1 40-2-O 1 r — 1 S-6-2 8-4 10 ,——1— 10 8-4 ID 6-t-2 Plate Offsets (X.Y) |1 0-0-2,Edqel, [30 Edqe.O 3 8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 16 0 Plales Inaease 1 25 TC 0 98 Vert(LL) 0 39 52 53 >999 240 MT20 197/144 TCDL 16 0 Lumber Increase 1 25 BC 0 95 Vert(TL) 0 64 52 53 >749 240 MT18H 197/144 BCLL DO Rep Stress Incr NO WB 0 80 Horz(TL) 017 30 n/a n/a BCDL 50 Code UBC97/ANS195 (Matnx) Weight 279 lb LUMBER TOP CHORD 2 X 4 SPF No 2 'Except' BOTCHORD Tl 2X4 SPF 1650F 1 5E 35 36 = -1847/3954 34 35 = -2241/4348 LOAD CASE(S) BOT CHORD 2 X 4 SPF 210DF 1 8E 'Except 33 34 = 1461/3314 32-33 = -1718/3571 IjRegular Lumber lncrease=l 25 Plate lncrease=l 25 B2 2 X 4 SPF No 2 31 32 = -1954/3790 30 31 = -2488/4325 Uniform Loads (plf) WEBS 2 X 4 SPF No 2 "Except" WEBS Vert 1 17=-64 17-29=-64 1-30= 10 Wl 2 X 4 SPF No 3 W3 2 X 4 SPF No 3 6-68 = -538/508 54-68 = -513/453 2) IBC BC Live Lumber lncrease=1 25 Plate lncrease=l 25 W3 2 X 4 SPF No 3 Wl 2 X 4 SPF No 3 54-67 = -342/795 66-67 = -326/812 Uniform Loads (plf) OTHERS 2X4 SPF No 3 65-66 = -318/779 64-65 = -328/808 Vert 1 17= 32 17-29= 32 1-30=30 SLIDER 12-64 = -339/853 12-63 = -530/211 3) C-C Wind Lumtjei lricrease=1 33 Plate lncreaEe=l 33 Pll Left2X4SPF t^0339-1 62-63 = -682/204 47-62 = -662/202 metal=1 33 BRACING 47-61 = 227/803 60-61 = -260/919 Uniform Loads (plf) TOP CHORD 59-60 = -245/874 17-59 = -246/870 Vert 1 17=17 17-29=17 1 30=-6 Sheathed or 2 2 14 oc purlins except end verticals 17-69 = 439/895 69-70 = -104/825 Horz 1 17=29 17-29=29 BOT CHORD 70-71 = -424/864 41-71 = -396/752 4) Regular Drag LC#1 Left Lumber lnaease=l 33 Plate 2-0-0 oc bracing 41-72 = -622/380 72-73 = -641/376 lncrease=1 33 Pit metal=1 33 WEBS 22-73 = -584/401 22-74 = -766/743 Uniform Loads (plf) 2 Rows at 1/3 pts 28 30 74-75 = -737/702 75-76 = -720/674 Ven 1 2=19 2-16=0 16-17= 7 17 29= 128 1 30= 10 JOINTS 76-77 = -741/710 34-77 = -832/740 Horz 1-2=450 2 16=579 16 17=653 17 29=579 1 Brace at J1(S) 59 60 61 62 65 67 69 70 71 72 75 77 34-78 = -867/1331 26-78 = -530/813 Drag 1 30= 193 17-44 = -19/96 16-59 = -4/54 5) Regular Drag LC#1 Right Lumber lncrease=l 33 Plate REACTIONS (ib/size) 45-59 = 0/47 15-60 = -38/19 lncrease=1 33 Pll metal=1 33 1 1481/0 5-8 46-60 = -68/35 14-61 = -119(34 Unrform Loads (pit) 30 1481/0 5-8 13-62 = 31/19 48-62 = -54/21 Ven 1 2= 147 2-16=-128 16 17= 121 17-29=0, 1-30=-10 Max Horz 49-63 = 9/89 61-64 = -16/64 Hor? 1 2= 450 2 16= 579 16 17=-653 17 29= 579 1 34(LC 7) 11-65 = 58/32 52-65 = 13/23 Drag 1 30=193 Max Uplift 10-66 = 71/25 53-66 = -125/40 6) C-C Wind Drag LC#1 Left Lumber lncrease=1 33, Plate 1 -1792(LC 6) 8-67 = 103/61 7-68 = -384/253 lncrease=1 33 Pll metal=l 33 30 -1569(LC 7) 55-68 = 276/179 5-56 = -170/188 Uniform Loads (plf) Max Grav 4 57 = 109/65 3-58 = 124/223 Ven 1-2=100 2 16=82 16 17=74 17 29=47 1-30=-6 1 3046(LC 5) 18-69 = -18/31 43-69 = 9/41 Horz 1 2=421 2-16=549 16 17=624 17 29=608 30 2822(LC 4) 19 70 = 50/25 42 70 = -85/38 Drag 1 30= 193 2822(LC 4) 20 71 = 122^5 21 72 = 31/19 7) C-C Wind Drag LC#1 Right Lumber lna-ease=1 33 Plate FORCES (lb) Maximum Compression/Maximum Tension 40 72 = 67/28 39 73 = 39/129 Incre3se=1 33 Pft metal=1 33 TOP CHORD 37 74 = -42/58 23 75 = 55/41 Uniform Loads (pit) 1 2 7712/4641 2-3 = -6875/3992 36 75 = 11/23 24 76 -70124 Ven 1 2=-65 2-16=-47 16 17=-4D 17-29=82 1-30=-6 3-4 -6716/3874 4 5 = -6395/3574 35 76 = 125/55 26-77 = 183/98 Horz 1 2=479 2-16=-608 16 17=-6e2 17 29=549 5-6 = -6160/3375 6-7 = -6077/3319 27 78 = 159/88 33 78 = -704/399 Drag 1 30=193 7-8 -6009/3257 8-9 = 5744/2983 28 32 = 415/731 31 79 = -651/390 9 10 = -5539/2807 10-11 = 5467/2724 28 79 = -4715/2752 30 79 = 4358/2538 11 12 = -5162/2445 12-13 = -1192/2079 13 14 = 3803/1728 14-15 = -3540/1471 NOTES (10) 15 16 = 3254/1211 16-17 = 2944/970 1) This tmss has been checked for unifo rm roof live load only. 17 18 = 2756/877 18-19 = 2533/607 excepl as noted 19 20 = -2845/886 20 21 = 3075/1114 2) Wind ASCE 7 98 85mph TCDL=6 0pSf BCDL=3 0psf 21 22 = -3465/1465 22-23 = 3322/1224 h=26ft Cal II ExpC enclosed CCInlerior(l) Lumber 23 24 = 3625/1507 24 25 = 3663/1661 D0L=1 33 plale gnp D0L=1 33 Plate metal D0L=1 33 25 26 = -3931/1793 26-27 = -4171/2028 3) Truss designed tor wind loads in lhe plane of the tmss only 27 28 = -4455/2302 28 29 = S47/631 Fot sluds exposetJ to wind (normal lo the face) see tJliTek 29 30 = -380/174 Standard Gable End Detail BOTCHORD 4) This tmss has been designed for a 10 0 psf bottom chord live 1 58 = -4380/7076 57 58 = 3624/6320 load nonconcun-ent with any other live loads 56 57 = -3341/6037 55 56 = 3110/5806 5) All plates are MT20 plates unless otherwise indicated 54 55 = -2853/5548 53 54 = 2947/5266 6) Ali plates are 2x4 MT20 unless otherwise indicated 52 53 = 2579/4896 51 52 = 2321/4641 7) Gable studs spaced at 1 4-0 oc 50 51 = -2064/4384 49 50 = 1833/4152 8) Provide mechanical connection (by others] ot truss to beanng 48-19 = 1807/4126 47^18 = 1550/3869 plate capable of withstanding 1792 Ibuplift atjomt 1 and 1569 Ib 46-17 = 1274/3052 45-16 = 979/2758 uplift al joint 30 44-45 = -697/2476 43J4 = -139/2243 9) This tmss has been designed for a total drag load of 7750 Ib 42-13 = 518/2296 41-12 = 812/2590 Connect tmss to resist drag loads along bottom chord from 0-0 0 40-41 = 843/2951 39-10 = 1101/3208 to 402 Ofor 192 9 plf 38 39 = 1126(3234 37-38 = 135813466 10) This job IS valid only it the truss is fabncated by ALLIANCE 36 37 = 1589/3723 TRUTRUS INC TOLLESON AZ 01-05-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR10134 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2730 BRESSI RANCH WY CBAD PCR 2131912700 Lot# $0 00 Construction Type BOYS&GIRLS CLUB CHANGES TO 3 DOORWAYS 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 12/22/2010 JMA 01/05/2011 01/05/2011 Applicant DAVID DOIRON 2598 FORTUNE WY STE L VISTA 92081 619-843-2410 Owner BOYS&GIRLS CLUBS OF CARLSBAD C/O RON SIPIORA POBOX 913 CARLSBADCA 92018 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $125 00 $0 00 $0 00 Total Fees $125 00 Total Payments To Date $125 00 Balance Due $0 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval ot your project includes the "imposition" of fees, dedications, reservahons, or other exactions hereafter collectively referred to as lees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you musi follow the protest procedures set fonh in Govemment Code Section 66020(a), and file the protest and any other required infonnation witli the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your fight 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 sen/ice fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv ott^enwise expired CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www carlsbadca gov Plan Check Revision No. ^'^^^ [0 [1?^ nrtgin;^! Plan Check No 07 ^ ^ Project Address. .Date Contact. Fax Email Contact Address 2^9g Mui^e AAy, 6 hfe ^ General Scope of Work ^ '^U) A V S Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised ^ Plans • Calculations • Soils • Energy • Other Email <^^oliifi^ Q l^ke^ UK/AAJ.C^ City \/'^6fA Zip 2 Describe revisions in detail 3 List page{s) where each revision is shown 4 List revised sheets that replace existing sheets A?.7 — — —' T" ""^ • —•• .— = 5 Does this revision, in any way, alter the exterior of the project? Q Yes 6 Does this revision add ANY new floor areafs)? • Yes ^ No T Does this revision affect any fire related issues? Yes • No 8 Is this a complete set? • Yes M No ^Signature 7 No 1635 Faraday Avenue, Carlsbad, CA 92008 Phone 760-602-2717 / 2718 / 2719 www carlsbadca gov Fax 760-602-8558 V. EsGil Corporation In (Partnership with government for (BuiCding Safety DATE December 29, 2010 •AEPLICANT JURISDICTION Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO 07-2509 Rev 3 (PCRlO-134)) SET I PROJECT ADDRESS 2730 Bressi Ranch PROJECT NAME Boys fiu Girls Club of Carlsbad ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person I I The applicant's copy of the check list has been sent to [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed I I Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person I I REMARKS Door changes at 2-hour gym wall By Kurt Culver Enclosures Previously-approved EsGil Corporation plans • GA • MB n EJ •PC 12/23/10 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 07-2509 Rev 3 (PCRlO-134)) December 29, 2010 [DO NOTPAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 07-2509 Rev 3 (PCRlO-134)) PREPARED BY Kurt Culver DATE December 29, 2010 BUILDING ADDRESS 2730 Bressi Ranch BUILDING OCCUPANCY A2 1 /A-3/B TYPE OF CONSTRUCTION V-IHR BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) Air Conditioning Fire Sprinklers , TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance Bldg Permit Fee by Ordinance ^ Plan rhprk FPP hv nrriinanrp 1 $125.00 Type of Review r" Repetitive Fee n r" Complete Review r Other r Structural Only ^ Repeats P Hourly 1 Hr @ * r EsGil Fee V $100 00 $100 00 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc n X PARTIAL FLOOR PLAN (SEE A2.2) BOYS AND GIRLS CLUB 539 Soulh Cedros Ave Solona Beach CA 92075 858 350 054^ 858 350 0540 FQ« i I— CO < 00 :< CQ LU LU z: O 1 < < 0- n < 5 y. 'TO u -S S S _c 2 o a "5 o o l> _§ CO CO IT) to CO CQ u CO I o Q Z < CO o CQ JOB NO DRAWN CHECK DATE 12/6/2010 SHEET 5 TO 7U o > NO s 6 1/4" 5Ki -n ^ 1^ o -n o D FIRE PROTECTION DETAILS BOYS AND GIRLS CLUB 539 Soulh Cedros Ave Solana Beach CA 92075 858 350 0544 858 350 0540 Fa«