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Home My WebLink About2618 EL CAMINO REAL; ; CB090336; Structural Calculations05-18-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB090336 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title Applicant ROMEO RAMOS STE 275 1050 LAKES DR WESTCOVINA CA 626-931-2314 2618 EL CAMINO REAL CBAD Tl Sub Type COMM 1670307700 Lot # 0 Status ISSUED $1,207,00800 Construction Type 5B Applied 03/02/2009 Reference # Entered By JMA HENRY'S 28.800SFTI-FORMERLY Plan Approved 05/18/2009 SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK BAY, Issued 05/18/2009 Inspect Area Plan Check# Owner VANDERBURG LIVING TRUST 08-22-90 C/0 HUGHES INVESTMENTS - MANAGER P O BOX 8700 NEWPORT BEACH CA 92658 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee Green Bldg Stands (SB1473) Fee $4,072 09 Meter Size $0 00 Add'l Reel Water Con Fee $2,646 86 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $25347 PFF (3105540) $0 00 PFF (4305540) $000 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $000 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $003 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees $48 00 HMP Fee TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 . $000 $000 $657 00 $690 00 $14450 $000 $000 $000 $000 99 18,511 95 Total Fees $8,511 95 Total Payments To Date 3,511 95 Balance Due $000 IN STORAGE ATTACHED Inspector JC.Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition' of fee's, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees m connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad 1635 Faraday Ave , Carlsbad, CA 92008 ' 760-602-2717/2718/2719 Fax 760-602-8558 www carlsbadca gov Building Permit Application Plan Check No Est Value /. DO $~,- Ar-. . - f- PlanCk Deposit Date I JOB ADDI CT/PROJECT II ; SUITE*/SPACES/UNITf/ LOT*OrUP' DESCRIPTION OF WORK /nc/ude Square Feet of Affected Area(s) 8 OPUNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE I OCC GROUP (Sec 7031 S Business and Professions Code Any City or County which requires a permit to construct alte;, improve demolish or repair any structure, prior to its fjsdance also requires the applicant for such permit to file a signed statement that he islicensed pursuant to the provisions of the Contractor s License law {Chapter 9 commending with Section 7000 of Division I of the Business and Professions Code) or that he is exempt there from and the basis for the alleged exemption Any violation ofSection 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) Workers' Compensation Declaration / hereby affirm under penalty ot perjury one of the following declarations d I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued Ml I have and will maintain workers' compensation as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My workers compensation insurance carrier and policy ' number are Insu.anceCo "71"! -QOOO(gO(p 9^A-f<, f(Jt4 t> Policy No *H<\~ 6O QQ <bO (f) Expiration Date t{ " ^ ~" 1 0 \ 0 This section need not be completed if the permit is for one hundred dollars ($100) or less C] Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secuWworxers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensajjorijjamages as providedjor, inSeehon-8706 of the Labor code, interest and attorney's fees ,£f CONTRACTOR SIGNATURE -^T/_ f^ (j- DATE ^>~~ \ %>"Z 0<9 ^| I hereby affirm that I arn exempt from Contractor s License Law for the following reason D I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The'Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended 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 that he did not build or improve for the purpose of sale) G I as owner of the property am exclusively contracting with licensed contractors to construct the pro|ect (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) n I am exempt under Section ..Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Cl Yes D No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) ^PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Acf O Yes CI No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district' D Yes Q No Is the facility to be constructed within 1 000 feet of the outer boundary of a school site9 n Yes D No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT | I hereby affirm (hat there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) 1 Lender's Name Lender's Address I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction | I hereby authonze representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD ! AGAINST ALL LIAB1LI TIES. JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT | OSHA An OSHA permit is required for excavatofs"bver 5'0' deep and demolition or construction of structures over 3 stones in height i EXPIRATION Every permit issued by the Builo/g Official under the proAns of this Code shall expire by limitation and become null and void if the building or work authonzed by such permit is not commenced within 1 80 days from the date of such permit or if the Cu4ng or work authoj)ffid/Dy such permit is suspendejlor abandoned at any time after the work is commenced for a period of 1 80 days (Section 1 06 4 4 Uniform Building Code) ^APPLICANTS SIGNATURE DATE City of Carlsbad Final Building Inspection AUG 18 2009 Dept Building Engineering Planning CMWD St Lite Fire Plan Check # Permit # Project Name Address Contact Person Sewer Dist CB090336 HENRY'S 28.800SF Tl -FORMERLY SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK 2618ELCAMINOREAL Lot CHRISTINE Phone 00000000000 CA Water Dist CA Date Permit Type Sub Type 0 Inspected By Inspected By Inspected By Date Inspected Date Inspected Date Inspected Approved Approved Approved Disapproved Disapproved Comments City of Carlsbad Final Building Inspection Dept Building Engineering Planning CMWD St Lite Fire Plan Check # Permit # CB090336 Project Name HENRY'S 28,800SF Tl-FORMERLY SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK AUG 1 8 Date Permit Type Sub Type Address 2618 EL CAMINO REAL Lot 0 O^ £Un Contact Person CHRISTINE Phone 00000000000 \ Sewer Dist CA Water Dist CA \ ^ 7' ^ ' ^O^ " " Inspected^ ,-, Inspected By Inspected By X"Date / / \^^ Inspected QtlzolO^ Approved /$ Disapproved^^- Date Inspected Approved Disapproved Date Inspected Approved Disapproved Comments City of Carlsbad Final Building Inspection Dept- Building Engineering Planning CMWD St Lite (Fire \ Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected^ By SO" Inspected By Inspected By CB090336 HENRY'S 28.800SF Tl -FORMERLY SMART & FINAL-INTERIOR Tl WORK 2618 EL CAMINO REAL Date Permit Type Sub Type ONLY-NO TRUCK Lot 0 08/18/2009 Tl COMM CHRISTINE Phone 00000000000 CA Water Dist CA >/ Date "^jts. — • Inspected f> Date Inspected Date Inspected •/7-<?*n Approved j( Approved Approved Disapproved Disapproved Disapproved Comments uiiy oi uansDao Final Building Inspection Dept. Building Engineering gJarmirig^CMWD St Lite Fire Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected Bv UVWIO, Inspected Bv Inspected Bv Date CB090336 Permit Type HENRY'S 28.800SF Tl -FORMERLY Sub Type SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK 2618 EL CAMINO REAL ^ j *•{ ^^O^^Ot Lot 0 CHRISTINB .^, Phone 00000000000 CA $&J~^ Water Dist CA A / Date 2 1 i ^%y£)U^. Insoected *O //2)/9 Approved^I I ' Date Inspected Approved Date Inspected Approved 08/18/2009 Tl COMM Disapproved Disapproved Disapproved Comments City 'of C a t \ s b a d B090336 2618 EL CAMINO REAL iNRY'S 28,8005F Tl -FORMERLY /IART & FINAL-'NTERIOR Tl WORK ONLY-NO TRUCK \Y GREASE TRAP OR EXTERIOR SEWER/PLUMBING JOER THIS PERMIT OUTSIDE WORK TO BE BY FARATEPERMiT COMM t# ROMEO RAMOS Building Department ON RECORD CORD CARD WITH APPROVED KEPT ON THE JOB 4:OO P.M. FOR NEXT WORK N INSPEC1 INSPECTION RI PLANS MUST B CALL PRIOR T DAY INSPECTI ECTION: 760-602-2725BUILDING INS! D TO COVER Type of fnspection NFORCED STEEL D WALL DRAINS .UMN FOOTINGS tFRAME D FLOOR 3F SHEATHING SHEAR PANELS ERIOR LATH & DRYWALL EVX/ERANDBL/CO DERGROUND d WASTE .ECTR1C UNDERGROUND ERGROUND DUCTS & PIPING D REF PIPING AIR CON D SYSTEMS wdei'B BOOS eissss-sss-sss • Ins'pection List Permit* CB090336 Type Tl Date Inspection Item 08/24/2009 89 08/24/2009 89 08/19/2009 89 08/19/200989 08/18/2009 19 08/18/200929 08/18/200939 08/18/2009 39 08/18/2009 39 08/18/200949 08/18/2009 89 08/17/200929 08/17/200929 08/17/200949 08/17/200949 08/05/2009 84 07/30/2009 24 07/30/2009 29 07/27/2009 1 1 07/27/2009 12 07/22/2009 24 07/21/2009 24 07/20/2009 65 07/16/2009 34 07/16/2009 39 07/15/200922 07/15/200944 07/14/2009 16 07/14/2009 34 07/14/2009 44 07/07/2009 23 07/06/2009 22 07/06/2009 44 07/02/2009 1 1 07/02/2009 18 07/01/2009 17 07/01/2009 21 06/30/2009 17 06/29/2009 17 Final Combo Final Combo Final Combo Final Combo Final Structural Final Plumbing Final Electrical Final Electrical Final Electrical Final Mechanical Final Combo Final Plumbing Final Plumbing Final Mechanical Final Mechanical Rough Combo Rough/Topout Final Plumbing Ftg/Foundation/Piers Steel/Bond Beam Rough/Topout Rough/Topout Retaining Walls Rough Electric Final Electrical Sewer/Water Service Rough/Ducts/Dampers Insulation Rough Electric Rough/Ducts/Dampers Gas/Test/Repairs Sewer/Water Service Rough/Ducts/Dampers Ftg/Foundation/Piers Exterior Lath/Drywall Interior Lath/Drywall Underground/Under Floor Interior Lath/Drywall Interior Lath/Drywall COMM Inspector Act . PC - PC PC PC PC PC - PC - PC - PC - PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC PC Rl AP Rl CO CO AP AP AP Rl AP Rl AP Rl AP Rl AP we PA AP AP AP PA AP PA PA we AP PA CO PA AP AP PA AP AP AP AP PA PA HENRY'S 28.800SF Tl -FORMERLY SMART & FINAL-INTERIOR Tl WORK ONL Comments A M PLEASE ALL DEPTS ARE SIGNED OFF PM PLEASE STRIPING AND HANDRAILS NOT DONE SEE CORRECTION NOTICE for routing purposes on ly AM PLEASE ABOVE CEILING GMR FOR HOOD INSP LOADING DOCK GREASE INTERCEPTOR DISCH LINE VENT LINE GREASE LINES TOP OUT EMR GREASE DUCT WRAP CERT TO BE SUPPLIED WANTS SEO I TOLD THEM TO CALL SDG&E TO REQUEST ONE AND THEY WOULD CALL US SEE CARD GREASE DUCT LOADING DOCK CHANGE VENT AT F S TRASH ENCL ROOM ALL BUT AREAS TO GET FRP AND PLYWOOD 06/26/2009 43 AirCond/Furnace Set PC PA Tuesday, August 25, 2009 Page 1 of 2 06/26/200914 Rough/Ducts/Dampers PC AP 06/25/200917 Interior Lath/Drywall PC PA 06/25/200923 Gas/Test/Repairs PC AP 06/24/2009 14 Frame/Steel/Boltmg/Weldm PC PA 06/24/200924 Rough/Topout PC PA 06/24/2009 34 Rough Electric PC PA 06/24/2009 44 Rough/Ducts/Dampers PC PA 06/23/2009 14 Frame/Steel/Boltmg/Weldin PC PA 06/23/200924 Rough/Topout PC AP 06/23/200965 Retaining Walls PC WC 06/12/200961 Footing PC WC 06/12/200963 Walls PC PA 06/05/2009 31 Underground/Conduit-Wirm PC AP 05/28/200912 Steel/Bond Beam PC PA 05/28/2009 14 Frame/Steel/Boltmg/Weldin PC PA SO WALL GAS @ ANSOL WALLS WALLS FURRING® SO WALL NORTH INFILL AND WALKER DUCT SEE PERMIT CARD ROOF FRAMING Tuesday, August 25, 2009 Page 2 of 2 Jul 01 2009 8:49PM HP LASERJET FflX r n City of Carlsbad Bldg Inspection Request For 08/24/2009 Permit# CB090336 Title HENRY'S- 28.800SF Tl -FORMERLY Inspector Assignment PC Description SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK BAY, GREASE TRAP OR EXTERIOR SEWER/PLUMBING iifcinen -rune nrrr»n-r ru iToir»c \nt~\nis TO oe r»w Type Tl Sub Type COMM 2618 EL CAMINO REAL Lot 0 Job Address Suite Location OWNER VANDERBURG LIVING TRUST 08-22-90 Owner VANDERBURG LIVING TRUST 08-22-90 Remarks AM PLEASE Phone 7149061139 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By BRIAN METZGER Entered By CHRISTINE Com m ents/Notices/Holds Associated PCRs/CVs Original PC# CV000419 CLOSED BIZ LIC,BANNERS BLDGCONVERS, CV010542 CLOSED DUMPING PERISHABLES IN REAR CV020596 CLOSED BANNER, CV030318 CLOSED Z-BANNER CV030528 CLOSED Z- HAND-HELD SIGN@E C R , CV030657 CLOSED H-EXP BLDG PERMIT CBO13967 CV060560 CLOSED Z-BANNERATNEWBIZ, PCR02135 ISSUED SMART & FINAL - STRUCT ELEC, ARCH & DETAIL REVISIONS PCR03002 ISSUED SMART & FINAL ADD HANDICAP RAMP TO BUILDING Tl PCR03013 ISSUED SMART & FINAL ADD TRANSFORMER, FOR ELEC PCR03034 ISSUED SMART & FINAL EXHAUST HOOD, ADD NEW HOOD PCR09073 ISSUED HENRY'S-VARIOUS REVISIONS TO, APPROVED PLANS CB090336 Inspection History Date Description Act 08/19/2009 89 Final Combo CO Insp Comments PC STRIPING AND HANDRAILS NOT DONE City of Carlsbad Bldg Inspection Request For 08/18/2009 Permit* CB090336 Title HENRY'S: 28,800SF Tl -FORMERLY Inspector Assignment PC Description SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK BAY, GREASE TRAP OR EXTERIOR SEWER/PLUMBING Sub Type COMM 2618 EL CAMINO REAL Lot 0 Type Tl Job Address Suite Location OWNER VANDERBURG LIVING TRUST 08-22-90 Owner VANDERBURG LIVING TRUST 08-22-90 Remarks Phone 7149061139 Inspector Total Time CD Description 39 Final Electrical 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By BRIAN Entered By CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# CV000419 CLOSED BIZ LIC.BANNERS, BLDG CONVERS, CV010542 CLOSED DUMPING PERISHABLES IN REAR, CV020596 CLOSED BANNER, CV030318 CLOSED Z-BANNER, CV030528 CLOSED Z- HAND-HELD SIGN@E C R , CV030657 CLOSED H-EXP BLDG PERMIT CBOI3967, CV060560 CLOSED Z- BANNER AT NEW BIZ, PCR02135 ISSUED SMART & FINAL - STRUCT, ELEC, ARCH & DETAIL REVISIONS PCR03002 ISSUED SMART & FINAL ADD HANDICAP, RAMP TO BUILDING Tl PCR03013 ISSUED SMART & FINAL ADD TRANSFORMER, FOR ELEC PCR03034 ISSUED SMART & FINAL EXHAUST HOOD, ADD NEW HOOD PCR09073 ISSUED HENRY'S-VARIOUS REVISIONS TO, APPROVED PLANS CB090336 a Testing Engineers • San Diego A BVNA, Inc. Company 7895 Convoy Court, Suite 18San Diego, California 92111Phone (858) 715-6800 Fax (858) 715-5810 D Testing Engineers • inland Empire A BVW,(nc. Company 41146 am Street, Suite AMurrieta, California 92562Phone 991) 677-0366 Fax (951)677-5761 CONSTRUCTION INSPECTION WE PORT DSA File # DSA APPLICATION # Client PO # NTP# PROJECT # /'-/ ^-~, 5 "7 Prefect Mama L J / j is , ,1 \ Propel Location 2 (&i "3, Cu_ P /"IfVl . X j .r , T^-, , , .wCltJlJ'" r-* / i ""^-i-' > ^ Building Permit # C.OS-^C"^^3 ?>(,• fuFietd Report [~1 Q Concrete D Anchors O Welding [3 Dlhar Documents Referenced Q Soils Report ^3[ Plans Date Type of Equipment Used ( \U,\fr> d, < (*1 f t k>." r Density Count Molaiura Count n Sample Type L\ rTi! . f 3v Plan Flla « Notice to Comply NC # _— . [a^Masonry D Bolting Uteathar |yf 8paea ' , UU^-y / C Keel D D D Date \l j,r Amount Made/Taken Date ! a/S ^. "* Time Arrived (' Time Departed X. OSHPD * nqto Clearer) . Pre-Post Tensioned Tendon Soils Fireproofing [>f RFI# ' 1 -„ /^C, ? -, / ? D Batch Plant CH Foundations D Metal Decking 0</2- HTKcodes Qaga* ru A jv.Ov H7,. <- £ c\ 1 ^ - l;> ^ ^jX-i T-h1^ •''" / 1 -5V l"2 Oy(.v( V ^ . Till. ; TfsWjrk QWas D Was Not Inspected, JtitlSt, wtt^ampild In Accordance With ysd Documents. The Work Inspected Q Met D Did rW Meet traft^wmefrts of 8» DSA Documents The Work letted D Met D r^rtotmeet^-nii!|^sr^Q<ther^Arjocuments The Work Sampled D Met D CHd^krt^r^^f|lrs^»^teo<^b8Ar>x^rr«nls approved plans and 'to t*i» best of my knowledge, t»# the Observed wrk, unless otherwise stated, Is in Conformance wKh t& «r>»th»^ortman8hlp provisions OtHi* Applicable code .nu, ,..„, ... ,UKS wt "***' Cc Project Architect Structural Engineer Inspector of Record. ^- . ' v . DSA Regional Office School District Certiflealion«/Exp. Date^C I ~I'/ * » / Inspector's Approval signature / Name / Company Reviewed by .• Copy to: Architect Structural Engineer Project Inspector DSA Inspector's Name ^^Date Reviewed /-• &,->,& —. Dalete^X/2/J^' City of Carlsbad Bldg Inspection Request For 06/12/2009 Permit# CB090336 Title HENRY'S 28.800SF Tl -FORMERLY Inspector Assignment PC Description SMART & FINAL-INTERIOR Tl WORK ONLY-NO TRUCK BAY, GREASE TRAP OR EXTERIOR SEWER/PLUMBING 2618 ELCAMINOREAL Lot 0 Type Tl Sub Type COMM Job Address Suite Location OWNER VANDERBURG LIVING TRUST 08-22-90 Owner VANDERBURG LIVING TRUST 08-22-90 Remarks MASONRY INSPECTION Phone 0000000000 Inspector Total Time Requested By RANDY Entered By KAREN CD Description 61 Footing Act Comment Comments/Notices/Holds CV000419 CV0 10542 CV020596 CV030318 CV030528 CV030657 CV060560 PCR02135 PCR03002 PCR03013 PCR03034 PCR09073 CLOSED CLOSED CLOSED CLOSED CLOSED CLOSED CLOSED ISSUED ISSUED ISSUED ISSUED PENDING Associated PCRs/CVs Original PC# BIZ LIC BANNERS BLDG CONVERS DUMPING PERISHABLES IN REAR, BANNER, 7.- BANNER ?.- IIAND-III:LD SICN@I; c K II- EXP Bl.DG PERMfl CHOI3067 Z- BANNER A'l NEW BIZ SMART &. FINAL - S'l RUC'I KLEC, ARCH & DETAIL REVISIONS SMART & PINAL ADD HANDICAP RAMP TO BUILDING Tl SMARTS. FINAL ADD TRANSFORMER FORELEG SMART & FINAL EXHAUST HOOD ADD NEW HOOD HENRY'S-VAKIOUS REVISIONS TO APPROVED PLANS CB090336 Inspection History Date Description Act 06/05/2009 31 Underground/Conduit-Wiring AP 05/28/2009 12 Steel/Bond Beam PA 05/28/2009 14 Frame/Steel/Bolting/Weldmg PA Insp Comments PC AND WALKER DUCT PC SEE PERMIT CARD PC ROOF FRAMING •* •*•»*- V'i K & !' :• 1 1 ~® — © 1-® JVJ —© —© —Q —® U—® -* -*• f *«i! ft !|t Jf f\ Q S il t% --© —© tnori&FinQir' T feSffi^-.-~ Wi'i | J I I "II PLANNING DEPARTMENT APPRO VAI DATE '^" 1''~DONNEU Phnn,ngD,re;, «l ' I -MMFADI I, in EsGil Corporation In (Partnership with government for (RuiCding Safety DATE April 16, 2009 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 090336 SET III PROJECT ADDRESS 2618 El Camino Real PROJECT NAME T.I. for Henry's Farmers Market XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 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 Romeo Ramos 1050 Lakes Drive, Ste 275, West Covma, CA 91790 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 Romeo Telephone # (626) 931-2314 Date contacted (by ) Fax # 2336 Mail Telephone Fax In Person X REMARKS ROMEO TO HAND CARRY THE PLANS By Bert Domingo Enclosures EsGil Corporation GA D MB EJ D PC LOG 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Buifding Safety DATE April 1O, 2009 JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 090336 SET II PROJECT ADDRESS 2618 El Camino Real PROJECT NAME T.I. for Henry's Farmers Market The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Romeo Ramos 1050 Lakes Drive, Ste 275, West Covma, CA 91790 Esgil Corporation staff did not advise the applicant that the plan check has been completed XJ Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Romeo Telephone # (626) 931-2314 Date contacted •?/ f<fl (bydfe) Fax # 2336 Mails/Telephone Faxv^-xln Person REMARKS By Bert Domingo Enclosures EsGil Corporation • GA D MB EJ D PC 4/7/09 ()320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858)560-1468 *• Fax (858) 560-1576 Carlsbad O9O336 April 10, 2009 RECHECK CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO O90336 PROJECT ADDRESS 2618 El Camino Real SET II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 4/7/09 April 10, 2009 REVIEWED BY Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations The approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit new complete sets of prints to 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 briefly describe them and where they are located on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad 090336 April 1O, 2009 • GENERAL 1 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, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • PLANS 3 Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions Please include the California license number, seal, date of license expiration and date plans are signed California Business and Professions Code THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET • ACCESSIBILITY 8. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List PLUMBING AND MECHANICAL CORRECTIONS * JURISDICTION: Carlsbad DATE: 4/9/09 * PLAN REVIEW NUMBER: 090336 SET: II PLAN REVIEWER: Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 13 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, even though there are no structural changes, before the permits are issued Business and Professions Code 16 The City Building Official to review evidence of Health Department approval (for food service equipment and market) Carlsbad O9O336 April 10, 2009 19 For the walls around the trash compactor clearly show the walls extend from the slab floor to the roof sheathing and is drywalled and fire taped and the door is self closing and weather sealed. As per IBC, table 508 2 the incidental use areas for storage rooms over 100 sq ft of floor area, and trash rooms shall be separated from the remainder of the building by a fire barrier or if provided with an automatic fire extinguishing system the separation must comply with IBC, Section 508 2 2 "the incidental use area shall be separated form the remainder of the building by construction capable of resisting the passage of smoke The partitions shall extend from the floor to the underside of the fire-resistance-rated floor/ceiling assembly or fire-resistance-rated roof/ceiling assembly above or to the underside of the floor or roof sheathing, or sub deck above Doors shall be self- or automatic closing upon detection of smoke in accordance with Section 715473 Doors shall not have air transfer openings and shall not be undercut in excess of the clearance permitted in accordance with NFPA 80 " 20 The response does not address the height of the parapet wall at the rear of the building within 10 feet of the roof access hatch Please correct. Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per IBC, Section 1013 5 "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface " • PLUMBING (2006 UNIFORM PLUMBING CODE) 22 Provide calculations to show compliance with UPC Section 412 0 & Table 4-1, (Minimum Plumbing Facilities) The Minimum Plumbing Facilities calculations on sheet P2.1 are incomplete and incorrect. Please correct the following- A) Include the calculations for the required urinal B) Only one male water closet is required. Not two as shown on sheet P2.1 C) Include the calculations for the required lavatories (It seem another lavatory is needed in the women's restroom ) 29 The gas line plans still do not show a gas shut-off valve just upstream (at gas inlet) for each gas pressure regulator. Detail the gas regulator requirements An accessible shut-off valve installed upstream of the regulator itself and vent to the exterior UPC 1211 10 Carlsbad O9O336 April 10, 2OO9 MECHANICAL (2006 UNIFORM MECHANICAL CODE) 33 The drawings show no exhaust fan for the trash compactor room and the fan for the janitor's room seems to be too small (the janitors room is larger than 100 square feet in floor area) (For the proposed exhaust fan EF-4 the maximum floor area for the janitor's room is 100 square feet) Please correct Provide exhaust ventilation as per UMC, Section 403 7 and Table 4 4 Please address the trash room, the janitor's room, the locker room, and the restrooms 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 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 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list7 Please indicate FJ Yes FJ No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you Carlsbad 09O336 April 1O, 2009 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 ACCESSIBLE PARKING 3 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section 1129B 3 3 PLEASE SEE THE PARTIAL SITE PLAN WHERE THE LAST OF THE TWO HANDICAPPED PARKING SPACES WOULD BE COMPELLED TO WALK/WHEEL BEHIND PARKED CARS THE DETAIL 5/SP-1 STILL SHOWING A HANDICAPPED SPACE BEFORE THE VAN SPACE. • DOORS 4 Show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1133B 2 4 3 PLEASE SEE THE DOOR TO THE WOMEN'S HANDICAPPED TOILET ROOM PLEASE SHOW THE 18" STRIKE EDGE DISTANCE AS REQUESTED >18" at interior conditions EsGii Corporation In (partnership -with (government for <Bu.i[d~ing Safety DATE March 12, 2009 a APEUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 090336 SET I PROJECT ADDRESS 2618 El Camino Real PROJECT NAME T.I. for Henry's Farmers Market The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person X! The applicant's copy of the checklist has been sent to Romeo Ramos 1050 Lakes Drive, Ste 275, West Covma, CA 91790 j Esgil Corporation staff did not advise the applicant that the plan check has been completed Xj Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Romeo v/1/-1^ Telephone # (626) 931-2314 Date contacted 'J^I^G-} (by '<'—) Fax # 2336 Mail Telephone ^ Fax- In Person ~~l REMARKS By Bert Domingo Enclosures EsGil Corporation B GA D MB • EJ n PC 3/3/09 9320 Chesapeake Drive Suite 208 *• San Diego, California 92123 * (858)560-1468 ^ fa\ (858) 560-1576 Carlsbad O90336 March 12, 20O9 . GENERAL 1 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, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • PLANS 2 Provide a note on the site plan indicating the previous use of the tenant space or building being remodeled Section A106 1 1 3 Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions Please include the California license number, seal, date of license expiration and date plans are signed California Business and Professions Code THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET 4 Please revise the section numbers and notes on the plans to match the 2006 IBC, as adopted by California • INTERIOR WALL AND CEILING FINISHES 5 Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803 5 " • FOUNDATION 6 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 7 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section A1061 1 Carlsbad O9O336 March 12, 2009 • ACCESSIBILITY 8 Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List • ADDITIONAL 9 THE RB1 SEEMS TO HAVE RECOMMENDED 8' O C SPACING BUT THE FRAMING PLAN SHOWS 8" O C 10 THE DETAIL 5/SD3 REFERENCED SHORING DRAWING BUT SEEMS NOT INCLUDED IN THE PACKAGE 11 THE DETAIL 1/SD3 DID NOT SEEM TO INDICATE THE REQUIRED WELDING OF THE TOP FLANGE OF THE BEAM TO THE COLUMN 12 THE DETAIL 5A/SD5 SHOWN ON THE LOADING DOCK FOUNDATION PLAN COULD BE 5A/SD2 PLUMBING AND MECHANICAL CORRECTIONS PLAN REVIEWER- Glen Adamek GENERAL AND ARCHITECTURAL PME ITEMS 13 Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes, 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 14 Correct the statement on the Title Sheet of the plans to show compliance with the current Codes, as of the first day of 2008 The following are the correct current Codes a) The 2007 edition of the California Fire Code (CFC) adopts the 2006 International Fire Code (IFC) and the 2007 California Amendments b) The 2007 edition of the California Code of Regulations Title 24. Accessibility Codes c) The 2007 edition of the California Energy Efficiency Standards 15 The drawings provided show the incorrect Codes were used in the proposed designs Please review and correct all the General Notes A complete plan review will be done when the project is redesigned using the correct Codes 16 The City Building Official to review evidence of Health Department approval (for food service equipment and market) Carlsbad O90336 March 12, 2OO9 17 For mechanical plan check, include the architectural design detailing the following IBC 716 5 a) Fire Walls b) Fire Barriers c) Shaft Enclosures d) Fire Partitions e) Corridors f) Smoke Barriers g) Horizontal Assemblies h) Exit Passageways i) Vertical Exit Enclosures (Stair & Ramp Enclosures) If this tenant improvement contains any of the above assemblies, be sure to provide construction details For example Rated corridor construction style - Tunnel VS Full height corridor walls 18 Include, on the mechanical plans, the locations of all required smoke, fire, combination smoke and fire, or ceiling radiation dampers Be sure to include a symbol on the symbol schedule for each damper type IBC 716 19 As per IBC, table 508 2 the incidental use areas for storage rooms over 100 sq ft of floor area, and trash rooms shall be separated from the remainder of the building by a fire barrier or if provided with an automatic fire extinguishing system the separation must comply with IBC, Section 508 2 2 "the incidental use area shall be separated form the remainder of the building by construction capable of resisting the passage of smoke The partitions shall extend from the floor to the underside of the fire-resistance-rated floor/ceiling assembly or fire-resistance- rated roof/ceiling assembly above or to the underside of the floor or roof sheathing, or sub deck above Doors shall be self- or automatic closing upon detection of smoke in accordance with Section 715 4 7 3 Doors shall not have air transfer openings and shall not be undercut in excess of the clearance permitted in accordance with NFPA 80 " 20 Please correct the drawings to show the required 42 inch tall "Guards" (guard rails) as per IBC, Section 1013 5 "Where appliances, equipment, fans, roof hatch openings or other components that require service are located within 10 feet of a roof edge or open side of a walking surface Carlsbad O90336 March 12, 2O09 • PLUMBING (2006 UNIFORM PLUMBING CODE) 21 Please show the upstream sewer manhole rim and finished floor elevations Provide backwater valves for all fixtures installed on floor levels below the next upstream manhole rim elevation (Only fixtures installed on floor levels below the next upstream manhole rim elevation may flow through a backwater valve ) UPC 7101 22 Provide calculations to show compliance with UPC Section 412 0 & Table 4-1, (Minimum Plumbing Facilities) 23 Drinking fountains are required by UPC Table 4-1 for this occupancy type (if the occupant load exceeds 30) Review the requirements of this Table and provide as necessary 24 Correct the water line sizing calculations on sheet P3 1 a) Correct the pressure loss at the water meter as per UPC, Chart A-1 b) Please show the maximum GPM flow rates for each pipe size as per UPC, Chart A-4 Using UPC, Charts A-3 and A-4 the fixture unit values show on sheet P3 1 seems to show the velocities are exceeding the maximum allowed velocities and the values do not match the values in the UPC, Charts A-3 and A-4 Please correct (Water piping seems to be undersized ) c) A complete review of the water pipe sizing will be done when the water line sizing calculations are corrected 25 Clearly show the gas pressure, in psi, at the output of the public gas meter The sheet P4 1 shows the gas pressure into each of the gas pressure regulators is only 1 5 psi, as per the Pressure Regulator table 1 5 psi gas is not medium pressure gas 26 Provide gas line plans (riser or isometric drawings) and calculations, showing gas pressures, piping types, pipe lengths, gas demands and pipe sizing method used UPC Section 1217 0 A complete review of the gas line plans and sizing calculations will be done when complete plans and sizing calculations are provided 27 Sheet P4 1 does not show the gas pipe sizes 28 The gas line plans on sheet P4 1 do not show the locations the new and existing gas pressure regulators on the existing medium pressure gas system Please correct 29 Detail the gas regulator requirements An accessible shut-off valve installed upstream of the regulator itself and vent to the exterior UPC 1211 10 Carlsbad 090336 March 12, 2009 30 Detail on the water line plans the locations of the tempering valves to limit the water temperature to the public use lavatories Hot water supplied to a public use lavatory or any bathtub is limited to a maximum temperature potential of 120 degrees Detail how this temperature limitation is achieved Note The water heater thermostat may not be used for compliance with this Code section UPC 4131 & UPC 414 31 Provide the following information concerning the water heater a) Show water heater sizes, and types on plans UPC 501 0 b) Show P & T valve on water heater and detail the dram routing to the exterior It may not be installed upwards from the valve UPC 506 2/608 3 c) Provide combustion air design Show opening sizes and routing of ducts UPC 507 0 d) Detail the water heater vent installation Size, routing, slope, and termination location (Minimum 8' from vertical surfaces) UPC 510 0 32 Provide the sizing calculations for the gravity grease interceptor as per UPC, Section 10143 MECHANICAL (2006 UNIFORM MECHANICAL CODE) 33 Provide exhaust ventilation as per UMC, Section 403 7 and Table 4 4 Please address the trash room, the janitor's room, the locker room, and the restrooms 34 Coordinate the mechajiical and the Title 24 outside air design Clearly show in the mechanical schedule the required outside air for each new and existing HVAC unit to match the required ventilation rate on MECH-3-C forms from the energy calculations UMC 403 0 & Title 24 121(b)2 & (d) 35 Provide complete kitchen hood plans, details, and calculations to show compliance with UMC, Chapter 5, Part II a) Provide the UL listing card showing the exhaust sizing requirements used for the hoods b) Provide exhaust sizing calculations for kitchen hoods UMC 508 4 c) Show the required replacement air for each kitchen hood Include an air balance schedule UMC 5113 Please correct and provide calculations to show replacement air quantity shall be adequate to prevent negative pressures in the commercial cooking areas from exceeding 0 02 inch of water column d) Clearly show the material used to construct the hood and exhaust duct UMC Section 508 1 1 e) Provide grease duct air velocity calculations (Maximum 2,500 fpm) UMC 511 2 Carlsbad O90336 March 12, 2O09 f) Provide a section detail for the hood showing the relative dimensioned locations for the hood, ceiling, and overhead construction framing of the floor or ceiling Be sure to describe the construction materials (combustible, limited combustible, or non-combustible) used adjacent to the hood and duct UMC 507 2 g) Please provide the ICC Listing Report number for the Firemaster grease duct enclosure system h) Detail the kitchen hood duct termination clearances as per UMC 510 8 i) A complete kitchen hood system plan review will be done when the complete hood system plans, details, and calculations are provided 36 Provide plans, details, and calculations to show compliance with UMC Chapter 11 for a "Refrigeration Machinery Room" a) Clearly show the refrigerant classification, the amounts of each system refrigerant used, and the A1 system horsepower rating b) Provide fire rated separation as per IBC 508 2 (1 hour or sprmklered/resistance to passage of smoke construction) c) Provide exits as required per IBC 1015 5 & UMC 1107 3 d) "Equipment, piping, ducts, vents or similar devices which are not essential for the refrigeration process, maintenance of equipment or for the illumination, ventilation or fire protection of the room shall not be placed in or pass through a refrigeration machinery room " UMC 1109 1 e) Provide the (4) calculations demonstrating compliance with the exhaust requirements found in UMC 11082 f) Show the ventilation discharge clearances as per UMC 1108 7 g) Show the required emergency controls for the refrigeration machinery room ventilation and equipment UMC 1108 5 & 1109 4 37 Deep fat fryers must be installed no closer than 16" from the fryer to surface flames from an adjacent appliance UMC 515 0 38 Please provide calculations to show compliance with UMC, Section 1105 3 for the maximum allowed amount of refrigerant in the walk-in coolers and walk-in freezer boxes as per UMC, Table 11-1 or please provide the required refrigerant vapor detection and alarm systems Carlsbad 09O336 March 12, 2009 39 Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control UMC Section 609 0 An "air- moving system" \s a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space UMC Section 203 0 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 ELECTRICAL and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2005 NATIONAL ELECTRICAL CODE) 1 Please correct the single line diagram • The feeder overcurrent device sizing for the evap cooler is not correct (and) • The feeder conductor sizing for the refng Is not correct 2 Include the electrical design for shut-off of refrigeration equipment per CMC 1108 5 & 1109 4 if a refrigeration machinery room as defined in CMC 1107 1 exists 3 Include the fault current design for the new overcurrent devices installed at the service If a series rated system, include the appropriate Notes Note If you have any questions regarding this Electrical and Energy plan review list please contact Eric Jensen at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad O9O336 March 12, 2OO9 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 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list9 Please indicate Q Yes Q No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you Carlsbad 090336 March 12, 2009 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • REMODELS. ADDITIONS AND REPAIRS 1 When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 1134B 2 These requirements apply as follows a) The area of specific alteration, repair or addition must comply as "new" construction b) A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features c) Existing sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features d) Existing drinking fountains (if any) must be shown to comply with all accessibility features e) Existing public telephones (if any) must be shown to comply with all accessibility features ACCESSIBLE PARKING 2 At least one in every 8 accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 1129B 3 2 3 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section 1129B 3 3 PLEASE SEE THE PARTIAL SITE PLAN WHERE THE LAST OF THE TWO HANDICAPPED PARKING SPACES WOULD BE COMPELLED TO WALK/WHEEL BEHIND PARKED CARS DOORS 4 Show that the minimum strike edge distances are provided at the level area on the side to which a door (or a gate) swings, per Section 1133B 243 PLEASE SEE THE DOOR TO THE WOMEN'S HANDICAPPED TOILET ROOM a) >18" at interior conditions Carlsbad 090336 Match'12, 2009 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 090336 PREPARED BY Bert Domingo DATE March 12, 2009 BUILDING ADDRESS 2618 El Camino Real BUILDING OCCUPANCY M TYPE OF CONSTRUCTION VB BUILDING PORTION T 1 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA I! Valuation ( Sq Ft ) Multiplier 28800 28800 28800 cb 3437 466 288 By Ordinance Reg Mod VALUE ($) 989,856 134,208 82,944 1,207,008 $3,758 37 Plan Check Fee by Ordinance Type of Review \2 I I Repetitive Fee ~TV| Repeats Complete Review D Other ,—I Hourly EsGil Fee Structural Only Hr @ * $2,442 941 $2,10469 Comments Sheet 1 of 1 macvalue doc + City of Carlsbad Public Works Engineering BUILDING PLANCHECK CHECKLIS DATE BUILDING ADDRESS J&/8 PLANTOECK NO PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER JT 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 continued conformance with applicable codes Please review carefully all comments attached, as failur with instructions in this report suspension of permit to build D A Right-of-Way permit is requjcsd prior to construction of the following improvements J_ / DENIAL Please see \thexattached report of deficiencies marked withja^Make necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By ~ZL By G AUTHORIZATION TO ISSUE BUILDIN ATTACHMENTS D Dedication Application D Dedication Checklist LI Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet D Storm water Applicability Checklist R OFFICIAL USE ONLY By ENGINEERING DEPT CONTACT PERSON Name JOAf^EjUJSHNtEWlCZ y _—-——Cityof Carlsbad Address 1635 Faraday Avenue, Carlsbad. CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract Carlsbad, CA 9200/3-7314 • (760) 602-2720 • FAX (76O) BUILDING PLANCHECK CHECKLIST SITE PLAN A B C D E i o(vAensioned site plan drawn to North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements F G H I J Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service 2 Show on site plan - A 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 " B Existing & Proposed Slopes and Topography C 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 D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description 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 F \BUILOING PIANCHCCK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,RD DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No '^^^ ' D D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS 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 appropriate legal description together with an 8 Ya" 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 Engineering Department in person Applications will not be accept by mail or fax Dedication completed by Date IMPROVEMENT REQUIREMENTS 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 to Carlsbad Municipal Code Section 1840040 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 appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \BUILDING PLANCHECK CKLST FORM doc .. ST 2ND 3RD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date C d 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $430 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows D D D 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date CH CD d 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 prior to occupancy GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code [U CD CI 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. D D D 7b Grading Permit required A separate grading plan prepared by a registered Civil 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 Q n D 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ,ST 3RD CH 7d No Grading Permit required D 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 trimmipf-^dnveway construction, tying into public storm drain, sewer and water utilities """" Right-of-Way permit required for f 9 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the City of Carlsbad, Development Services Division, located at 1635 Faraday Ave, Carlsbad, CA 92008 City staff can provide forms and assistance You may telephone (760) 602-2750 for assistance NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever iccurs first 10 a STORM WATER COMPLIANCE FORM lyires PSWP (project storm water permit) # D TierjTier II (Requires SWPPP) -^Please complete attached forms • D Exempt - Please complete attached exemption form 11 FEES D Required fees are attached D No fees required (Refer to attached flow chart to determine if proposed project is subject to new drainage fees) F BUILDING PLANCHECK CKLST FORM doc Rev 7/14/00 \0 K\l Sis BUILDING PLANCHECK CHECKLIST *"ND ,RD D D WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during 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 • If 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 verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) • A 1" meter is required for all residential units that need to be fire sprinkled > Criteria Measured from centerlme of street, fire hose must reach to the center of the farthest wall If more than 100', fire sprinklers may be required > Any building or dwelling over 5,000 sq ft This is for the entire structure, not just footprint > Measured from eave to eave, ten (10) feet or less from adjoining structure > Double pan handle lots with shared driveways 12b Irrigation 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 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA1+00 Install 2" service and 5 meter (estimated 100 gpm) F \BUILOING PLANCHECK CKLST FORM doc 6 BUILDING PLANCHECK CHECKLIST 2 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 irrigation 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 irrigation 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 Sprinkler heads listed (with gpm use per head) > Include a 10% residual pressure at point of connection 3 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D 12c Irrigation 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 irrigate 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 Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this F BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST 13 Additional Comments <r° o F BUILDING PLANCHKCK CKLST FORM doc Rov 7/14/00 I- (03/03/2009) Joarine Jiichniewicz - RE Henry's'Market"- Preliminary Utility layout ""'''" '_1^ "" ..... """ ........ '"Page'lT| From "schmidt candice" <cschmidt@cscos com> To "Jeremy Riddle" <jndd@ci carlsbad ca us> CC "saenz eric" <esaenz@cscos com> Date 01/12/2009258 PM Subject- RE Henry's Market - Preliminary Utility layout Good afterenoon Jeremy, Thank you for taking the time to review the layout We will move forward to final The1 EA will be processed by the client/owner Thank you again, Candice Schmidt Designer CSS Companies (formerly SV Engineering) 32605 Temecula Parkway, Suite 200 Ternecula. CA 92592 951 694 4824 www cscos com <http //www cscos com/> From Jeremy Riddle [mailto jndd@ci carlsbad ca us] Sent Mon 1/12/2009 5 33 PM To Candice Schmidt Cc Eric Saenz, Rich Vaughn Subject Re Henry's Market - Preliminary Utility layout Candice- With our cursory review you may proceed with this preliminary design There's some fine tuning on connection details and angle points We will have additional comments upon formal submittal Looks like the waterlme will traverse over the deeper existing private storm dram In general, the private.storm will now become intertwined with the re-arranged public sewer and water lines To address this conflict that did not exist before, this will trigger the submittal and processing of an Encroachment Agreement (EA) that will record against the property stating they property is responsible for any removal and replacement, in the event the city needs to maintain their facilities or if you have to replace the st/dr and it damages our sewer/water | can forward you our EA templates if you want to review them If having the property owner execute the Encroachment Agreement will be an issue, then revise the design to avoid the public/private utility conflict We'll coordinate more with the review of the construction change, easement dedication and easement quitclaim If you have any questions, please let me know Jeremy L Riddle Associate Engineer Development Services City of Carlsbad jndd@ci carlsbad ca us 760-602-2737 >» "Candice Schmidt" <CandiceSchmidt@svengr com> 1/8/2009 8 47 AM >» Jeremy, (63/03/2009) Joanne Juchniewicz - RE Henry's/Market- Preliminary Utility layout "" Page 2 Please find attached our preliminary utility layout for your review & approval As you will see we are relocating the sewer and water around the truck well, but will be leaving the existing 18" Storm Drain in place Please review and give Eric or myself a call to discuss Thank you for your time, Candice Schmidt, Designer C & S Companies (previously SV Engineering Consultants) 32605 Temecula Parkway, Suite 200 Temecula, CA 92592 951 694 4824 Ext 206 <blocked http //www cscos com/> www cscos com From: Jeremy Riddle To: schmidt candice CC: Mike Peterson, saenz eric Date: 03/03/2009 4 05 PM Subject: RE Henry's Market - Preliminary Utility layout Candice- 1 was informed that the building permit was submitted for Henry's Market In addition to the building TI, The package includes the waterlme and sewer line realignment Please note the water sewer improvement plan, along with the easement vacation, easement dedication, and Encroachment Agreement require separate submittals/fees through the engineering department We have submittal checklists for each application on the City website, if you don't have them already Just want to make sure the process is understood Feel free to contact me with any questions Thanks Jeremy L Riddle Associate Engineer Development Services City of Carlsbad jndd@o carlsbad ca us 760-602-2737 >» "schmidt candice" <cschmidt@cscos com> 01/12/2009 2 53 PM »> Good afterenoon Jeremy, Thank you for taking the time to review the layout We will move forward to final The EA will be processed by the client/owner Thank you again, Candice Schmidt, Designer C & S Companies (formerly SV Engineering) 32605 Temecula Parkway, Suite 200 Temecula, CA 92592 951 694 4824 www cscos com <http //www cscos com/> From Jeremy Riddle rmailto iriddgici carlsbad ca usl Sent Mon 1/12/2009 5 33 PM To Candice Schmidt Cc Eric Saenz, Rich Vaughn Subject Re Henry's Market - Preliminary Utility layout Candice- With our cursory review, you may proceed with this preliminary design There's some fine tuning on connection details and angle points We will have additional comments upon formal submittal Looks like the waterlme will traverse over the deeper existing private storm dram In general, the private storm will now become intertwined with the re-arranged public sewer and water lines To address this conflict that did not exist before, this will trigger the submittal and processing of an Encroachment Agreement (EA) that will record against the property stating they property is responsible for any removal and replacement, in the event the city needs to maintain their facilities or if you have to replace the st/dr and it damages our sewer/water I can forward you our EA templates if you want to review them If having the property owner execute the Encroachment Agreement will be an issue, then revise the design to avoid the public/private utility conflict We'll coordinate more with the review of the construction change, easement dedication and easement quitclaim If you have any questions, please let me know Jeremy L Riddle .(03/03/2009) Jodnrie Juchniewicz- RE Heniy's^Markef-^Prehmina'iy'ytilitxJayout Associate Engineer Development Services City of Carlsbad iridd@ci carlsbad ca us 760 602-2737 >» "Candice Schmidt" <CandiceSchmidt@svenqr com> 1/8/2009 8 47 AM »> Jeremy, Please find attached our preliminary utility layout for your review & approval As you will see we are relocating the sewer and water around the truck well, but will be leaving the existing 18" Storm Dram in place Please review and give Eric or myself a call to discuss Thank you for your time, ,. ; • • \ • i Candice Schmidt, Designer ii C & S Companies (previously SV Engineering Consultants) 32605 Temecula Parkway, Suite 200 ; Temecula, CA 92592 951 694 4824 Ext 206 i I <blocked http //www cscos com/> www cscos com ; ' 05/04/2009 m 15:04 FAX 951 694 4713 SV Engineering 32605 Temecula Parkway, Suite 200 Tcmecuia, CA 92592 (951)694-4713 Cscoscom C&S Engineers, Inc. Fax To! KATHY FARMER From:Rich Vaughn Fsnc (760)602-8562 Phone: (951)694-4824 Date May 4,2009 Heniy's Market - SWPPP cc: D Unjent G For Review D Please Comment D Please Reply O Ptoa&9 Recycle • Comments: HiKathy, Please see the enclosed SWPPP Tier 1 form. Please let me know if you need any further information Thanks Rich Vaughn 05/04tf009 HON 15:04 FA1 951 694 4713 SV Engineering 1002/003car- 05/04/^2009 DN 15:04 FAX 951 694 4713 SV Engineering li MKIH (WB SMMtlp WMdJlJB II S 35 ^ B-MV, S-WA 9-SH i-SH l-SM S-3S 9-9S 1-3S S-3S tt-33 8-03 WK iwt, * rT GO D D >1 >s >1-Q .Q jQ 5 S S -^ .^ ^o o o4) O O 066 TO (C toa. Q- Q- D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB09-0336 Address 2618 El Cammo Real Planner Chris Sexton Phone (760) 602- 4624 APN 167-030-77 Type of Project & Use U Net Project Density DU/AC Zoning C-L General Plan L Facilities Management Zone 2 CFD (in/out) #_Date of participation Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit Legend £<] Item Complete Environmental Review Required DATE OF COMPLETION Item Incomplete - Needs your action YES D NO Kl TYPE Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval _ Discretionary Action Required APPROVAL/RESO NO _ DATE PROJECT NO _ OTHER RELATED CASES YES D NO Kl TYPE Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO JEl CA Coastal Commission Authority? YES Q NO D 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) Habitat Management Plan Data Entry Completed? YES D NO EX] If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') Inclusionary Housing Fee required: YES Q NO £<] (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES D NO Q (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMINYTemplate\Buildmg Plancheck Review Checklist doc Rev 4/08 Site Flag D D ri 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) Provide legal description of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines Kl D D 1 Applicability YES Q NO E3 D D D 2 Project complies YES D NOD D D Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope Required. Required Required. Required Required 2 Accessory structure setbacks Front Required Interior Side Required Street Side Required Rear Required Structure separation Required Shown Shown. Shown Shown. Shown Shown. Shown Shown Shown Shown 3 Lot Coverage Required Shown D 4 Height Required.Shown D D Spaces Required Shown5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments 3/3/9 Per applicant, plans state sign permit to be under separate permit OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER a/sA H \ADMIN\Template\Buildmg Plancheck Review Checklist doc Rev 4/08 2008 TO PLANNING DIRECTOR FROM PLANNING TECHNICIAN HENRY'S MARKET Henry's Market is going to submit a plancheck for tenant improvements where Smart & Final is located at 2618 El Cammo Real The architect of Henry's is submitting the plans to get your approval to the change in the site area The project is proposing to utilize the existing square footage of the suite and acquire additional square footage from the adjoining suite to the north (approximately 7,700 square feet) and add a new loading deck All the abovementioned work will not increase the building floor area but will increase the site area by 2% Per Section 21 31 050(D)(3) of the Carlsbad Municipal Code, any non-floor-area changes to the site design that collectively result in less than a ten percent change to the site, as determined by the Planning Director are exempt from amending the specific plan If you approve the change in site area, can you please sign the front page of the plans so I can return to the architect? Thank you CHRIS SEXTON LITTLE"DIVf RStFlEO ARCHITECTURAL 1050 Lakes Dnve, Suite 275 WestCovina.CA91790 October 28, 2008 RE- Henry's Market Chns Sexton City of Carlsbad Planning Department 1635 Faraday Ave Carlsbad. CA 92008 Dear Chris Sexton: This letter has been prepared to summarize and received Planning Department clearance for the proposed Tenant Improvement and conversion of the existing Smart and Final Store located at 2618 El Camino Real, Carlsbad, CA to a Henry's Farmer's Market The existing store of approximately 21,000sf wilt undergo an interior tenant improvement which will include the acquisition of the adjoining retail space of approximately 7,700sf. This interior tenant improvement will not increase the existing building area Henry's also proposes to add a new loading dock with truck well at the rear of the store The loading dock is approximately 1,940sf and does not increase building floor area The existing site area is approximately 91,000sf (2 1 acres) This represents a non-floor area site change of approximately two percent (2%) This site change would be exempt from amending the existing site development plan, Per Section 21 31 050, D 'Exceptions', Item '3* of the CMC, because the change site area change is less the ten percent (10%) The exterior facade of the building will not be modified and the exterior will be painted to match the existing paint scheme New signage for the Henry's Farmers Market will be proposed for the store I have enclosed exhibits which show the proposed floor plan, site plan and building elevations for your review and information. Please contact me at (626) 931-2360 with any questions regarding this submrttal. Respectfully, Enclosures cc: File N Orqueza - Little D Osterberger - Henry's i-S | Adobe Reader - [Fixture Pian-091608 Fl-91808.pdf] §'..' File Edit View Document • fools Window; Help J.igixi tf^ Start ^Mail...|jCi Ado.. si-^u^vjtv^wifiv i-iusiM ; n»wi I " | LN3l\-JAO«<l!VllNVN:il I Ii3Myvw saawyvj s.AawaH I , I• * i:. rm-» • ri* 4•-& * 'i* i;? -V «r * *• I !;i t t r ^I; i« I? i. If^Wi iifi-isri- i !-. I tf_ ^ . Fiiifl oo fiir{»:{! ;t; t..k>J Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category TI, COMM Date of Report 03-16-2009 Reviewed by fr * Name ROMEO RAMOS Address STE 275 1050 LAKES DR WESTCOVINA CA Permit # CB090336 Job Name HENRY'S 28,800SF TI Job Address 2618 EL CAMINO REAL 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 CON0003346 [MET] APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDPNG 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 Entry 03/16/2009 By df Action AP *~3~- 6;-•<« m5300iii&ft(F iR-gi li Hrrt TJ31O mO g33mo ODO i?! 3^"* mil' i>^ lieii^ *t•y • \p Ul ^5^9 305 G! 8 >-nm / K.S.P. Consulting Engineers STRUCTURAL CALCULATIONS PROJECT LOCATION Henry's Farmers Market Carlsbad, California 2618 El Camino Real Monrovia, California 92008 -1259 CLIENT Little Diversified Architectural Consulting 1050 Lakes Drive, Suite 275 West Covina, California 91790 Prepared by KSP Consulting Engineers, Inc Project No 28562 February 27, 2009 25341 Commercentre Drive • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Project HENRY'S - Carlsbad Prepared By KK Date February 27, 2009 Subject INDEX Checked By Job No 28562 Sheet No INDEX Rev No I I I I I I I I I I I I I 1 ( I I K.S.P. Consulting Engineers INDEX TO STRUCTURAL CALCULATIONS Standard Specifications General Requirements 1 Design Criteria 2 Roof Framing Design 3 Steel Column & Footing Design 4 Lateral Design 5 Canopy Design 6 Ceiling Framing Design 7 Strongback Design 8 Retaining Wall Design i n - in 1 1 2 1 - 2 27 31-38 4 1-425 51-57 61-66 71-721 81-89 25341 Commercentre Drive • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 I I I I I I I I I I I I I I I I I /I I STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS The drawings, calculations, specification and reproduction are instruments of service to be used only for the specific project covered by agreement and cover sheet Any other use is solely prohibited The structural calculations included here are for the analysis and design of the primary structural system Non-structural elements and the attachment mechanism is the responsibility of the architects or designer, unless specifically shown otherwise All changes made to the subject project shall be submitted to KSP Consulting Engineers in writing for review and comments Sketch of details in calculations is not to scale and may not present true conditions on plans Architect or designer is responsible for drawing details in plan, which represent true framing conditions and scale Governing Code Seismic Wind Speed (3-Second Gust) Wind Exposure Soils Report 2007 California Building Code - Seismic Importance Factor, 1=10 - Mapped Spectral Response Accelerations Ss=1 21 g,S1 =0459g - Site Class = D (Fa = 1 016, Fv = 1 541) - Cumulated Spectral Response Coefficients SDS = 0 82 g, SDI = 0 471 g - Seismic Design Category = D 85 mph C By Southern California Geotechnical, INC Project No 08G214-1 Dated February 05, 2009 Revisions A Date B Date C Date D Date Plan Check Date Plan Check Date Project Engineer 28562 KSP Consulting Engineers Project No 28565 Date October 31, 2008 Signature Project - Carlsbad KSP CONSULTING ENGINEERS Phone (949)380-3970 25341 Corhmercentre Dr Suite 100 Irvine, CA 92630 I I I I I I I I I I I I I I I I I I ( I GENERAL REQUIREMENTS • All engineers' drawings, calculations, specifications, sketches and the ideas incorporated therein, whether in the form of original documents or copies thereof as instruments of services are and shall remain the property of KSP Consulting Engineers Such documents may not be used by the client or others on any other project nor modified for this or any other project without the express written permission of KSP Consulting Engineers • In accordance with generally accepted construction practices, the construction contractor will be required to assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property, that this requirement shall be made to apply continuously and not be limited to normal working hours KSP Consulting Engineers takes no responsibility concerning soil conditions and is not responsible for any liability that may arise out of the making or failure to make soil surveys, or sub-surface soil tests, or general soil testing KSP Consulting Engineers is not responsible for the contractors operations in the area of construction safety, methods of accomplishing the work, or time of completion KSP Consulting Engineers is not responsible for any personal injuries or casualties on the job site while under construction and/or anytime thereafter • The engineer is not responsible for delay, nor shall the engineer be responsible for damages or be in default or deemed to be in default by reason of strikes, lockouts, accidents, or natural disasters The engineer is not responsible for the failure of the client to furnish timely information or to approve or disapprove engineer's work promptly or delay or faulty performance by the client, other contractor, governmental agencies, or any other delays beyond consultant's reasonable control A complete set of calculations should be on the job site during constructions • Sketches of details in calculations are only graphic representations of true conditions on plans Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale (this would apply when KSP Consulting Engineers is not doing drawings) Time is of the essence with respect to engineer's services Engineer shall use its best efforts to complete the tasks within a reasonable time frame, provided however, that engineer shall be excused for any delay in completion caused by fire, flood, governmental regulations or restrictions, or any other contingencies beyond engineer's reasonable control Engineer shall be provided 72-hour notice for need for engineer to conduct structural observation Engineer agrees to perform structural observation within 72 hours of receiving notice thereof (weekends and holidays excluded) KSP CONSULTING ENGINEERS '•'. Phone (949) 380-3970 ; 25341 Commer'centre Dr Suite 100 Irvine, CA 92630 * I I I I I I I I I I I I I I I I I ( I 111 Engineer shall represent owner only to the extend authorized by this agreement and in no other way, and shall not be the agent for the owner in any other respect The engineer's professional services shall incorporate that degree of care and skill customarily exercised by reputable engineers practicing under similar circumstances No other warranty, expressed or implied, is made or intended by this agreement for professional services It is understood that it is virtually impossible to create a perfect set of plans and specifications, and that the engineer's plans and specifications may represent an imperfect set of design documents Accordingly, the engineer shall correct errors and omissions in the plans and specifications as an integral part of the services provided during the previous design services agreement with the owner and the construction phase of the work It is agreed and understood by engineer that it is providing structural design and that the designs that engineer is providing meet or exceed that level of care recognized as standard industry practice for structural engineers Further, it is agreed and understood by engineer that said structural design meets or exceeds all applicable local, county and state building codes, industry standards and specifications Engineer shall correct all errors and omissions in submitted drawings and shall do so at no additional cost to owner Errors and omissions shall not be construed to include hidden conditions or deviations from the original design documents Client shall not assign, transfer or subcontract the work covered by this Agreement or any portion thereof without first obtaining prior written consent from KSP Consulting Engineers Any and all notices, requests, demands or other communication called out for, contemplated or required under or by this Agreement, shall be in writing and addressed to the parties, their successors in interest or assignees at the addresses stated above or as may be modified from time to time Said written notices may be delivered by hand in conjunction with delivery by United States Certified or Registered Mail No terms, conditions, representations, alterations, detractions from or adding to the terms of this Agreement shall be valid and/or enforceable unless in written form and accepted by both parties KSP CONSULTING ENGINEERS Phone (949)380-3970 25341 Commercentre Dr Suite 100 Irvine. CA 92630 I I I I I I I I I I I I I I I ( I Project HENRY'S - Carlsbad Prepared By KK Subject DESIGN CRITERIA Checked By Job No 28562 Sheet No \.\ K.S.P. Consulting Engineers ROOF Dead Load: Cap Sheet Roofing 1/2" Plywood Sheathing 2x6 Subpurlms @ 24" o c 4x14 Purlins @ 8'-0 o c Girders Insulation Ceiling Sprinkler System Miscellaneous/ Ducts/ Lights Total Live Load 25psf 1 5psf 1 1 psf 17psf 1 5 psf 05 psf 1 8 psf 1 5 psf 14 psf 14.0 psf 20.0 psf Date 02/10/09 Rev No Reducible 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Project HENRY'S - Carlsbad Prepared By KK Date 2/17/09 Subject Roof Framing Key Plan Checked By Job No 28562 Sheet No z \Rev No I K.S.P. Consulting Engineers I 25341 Commercentre Drive • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Project HENRY'S - Carlsbad Prepared By KK Subject Roof Framing Checked By Job No 28562 Sheet No 2 K.S.P. Consulting I I I I I I I I I I I I I i I I (N) Roof Beam-1 (For New Pipes) Center Span "L" = 8'-0" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 2'-0" WLL = 20 psf, Tributary Area = 2'-0" Point Load (New Pipes), X = 4'-0" PDL = 2 plf x 1 0 pipe x 8' = 160 Ibs USE: (N) 4 x 6 @ 8'-0" O.C. (E) Roof Beam-2 (For New Pipes) Center Span "L" = 20'-0" Uniform Load ((E) 4x14 @ 8'-0" 0 C) WDL = 14 psf, Tributary Area = 8'-0" WLL = 20 psf, Tributary Area = 8'-0" Uniform Load ((N) Pipes) WPlpe = 2 plf x 10 pipe = 20 plf Combined section properties A y Ay (E)4x14#lDFL 46375 6625" 30723 (N) 3 5x9 5 Micro Lam 3325 4 75" 15794 Total 7963 46517 -»Y = AyT// I(4xi6) = 678 476 in4 I(i 3/4xi 11/4 LVL) = 250 68 in I-rotai = 678 476 + 46 375 x (6 625-5 84)2 + 250 68 + 33 25 x (4 75-5 84)2 = 997 24 in4 STOUI = I-rotai / Y = 997 24 / 5 84 = 170 76 in3 = bh2/6 Date 2/18/09 Rev No Wrrm /mmf M>af/ w1..1.I.p , 17/7963 = 584" Equal Section h = 2x584"=1168" b x h2 / 6 = STotai = 170 76 in3 (E) Beam (N) Beam beq = 7 5" USE: (E) 4x14 #1 D.F.L + 3 1/2x9 1/2 Micro Lam (2400 psi) 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Project HENRY'S - Carlsbad Prepared By KK Subject Roof Framing Checked By Job No 28562 Sheet No - K.S.P. • Consulting Engineers I I I i I I I I I I I I I I I I (N) Roof Beam-3 (For New Soffit) Center Span "L" = 8'-0" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 2'-0" WLL = 20 psf, Tributary Area = 2'-0" Uniform Load (New Soffit) PDL = 7 psf, Tributary Height = lO'-O" USE: (N) 4 x 8 #1 DFL (N) Roof Beam-4 (For New Soffit) Center Span "L"= Date 2/18/09 Rev No W W Uniform Load ((E) Joists) WDL = 14 psf, Tributary Area = 3'-0" WLL = 20 psf, Tributary Area = 3 '-0" Uniform Load (New Soffit) PDL = 7 psf, Tributary Height = lO'-O" USE: (N) 4x12 #1 DFL (E) Roof Beam-5 (For New Soffit) Center Span "L" = 40'-0" Uniform Load ((E) Joist) WDL = 14 psf, Tributary Area = 20'-0" WLL = 12 psf, Tributary Area = 20'-0" Point Load (P Reaction of (2) RB-4),X = 5'-0" PDL = 24kips PLL=16kips (E) 5 1/8 x 25 1/2 GLB O.K. 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 W1111 J V r 11111 1 •^ L /w? 1— »X KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 20 FEB 2009 9 30AM Wood Beam Design ES^^ Descnption (N) Roof Beam-1 Material Properties File H little & AssociatesWenry'sWenr/s - Carlsbaflhanry's- carlsbad ec6 *;: . ENERCALC.INC'1983-2008 Ver6021 License Owner : KSP CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, 2005 NDSI • 1 1 1 1 Analysis Method Load Combination Wood Species Wood Grade Beam Bracing i •i 1 i r 1 fgiff-r:-- [ **",«. ?* - ''• VA Allowable Stress Design 2006 IBC & ASCE 7-05 Douglas Fir - Larch No1 Beam is Fully Braced against lateral-torsion Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft buckling D(0,16) 1 ,000 0 psi 1 ,000 0 psi 1,5000 psi 625 0 psi 1800 psi 675 0 psi E Modulus of Elasticity Ebend-xx 1,700 Oksi Emmbend-xx 620 Oksi Density 32210pcf 0(0 02sJ Lr(0 04) y • • „ „" •• •-' , i "!*?•'" "' i *y ',* - i i t \ '•-,' 4x6 * , Span - :. ' V. '•'' • = 80ft ^ i p •;;4> : :''" v;< ' . -,;' :> V' /''"-•i .>.. • • •...-••- 1 1 Applied Loads €Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 01 40, Lr = 0 020 ksf, Tributary Width = 2 0 ft Point Load D = 0160k@40ft .DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Load Combination Segment Length Span# .. 0 47Q 1 4x6 61 099 psi 1,300 00 psi +D+Lr+H 4000ft Span # 1 0 045 in 0 000 in 2131 0117m 0 000 in 817 Combinations Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values M V Mactual fb-design Fb-allow ^^^^1 Design OK | ^^^•^^•XEEB^H 4x6 26 29 psi = 180 00 psi +D-HJ+H 7560ft Span#1 Summary of Shear Values Vactual fv-design Fv-allow +D Length = 8 0 ft 1 0 303 0 084 058 39337 1,30000 020 1520 18000 +D+L+H Length = 80 ft 1 +TU4 r-M Length = 8 0 ft 1 0 303 0 084 0470 0146 058 39337 1,30000 090 61099 1,30000 020 1520 18000 034 2629 18000 +D-K) 750Lr-*0 750L+H ( Length = 80ft 1 0428 0131 082 55658 1,30000 030 2352 18000 Overall Maximum Deflections - Unfactored Loads Load Combination Span D+L+U 1 Max "-" Defl Location in Span 01174 4040 Load Combination Max VDefl Location in Span 0 0000 0 000 I I I(I I I I I I I I I I I I I I I ( I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949)380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 ? Printed 20 FEB 2009 9 30AM Wood Beam Design Lie. # : KW-06004683 Descnption (N) Roof Beam-1 File H \Dttle & Associates\Henry's\Henry's - CarlsbaiWiariry's- cartsbad ec6|;| ..i -'U- VJl5*' : ENERCALC INC i983-2008,iVer 6 0 2ff SLicense.Owner : KSP CONSULTING ENGINEERS Maximum Deflections for Load Combinations - Unfactored Loads Load Combination DOnly LrOnly D-H.+U Maximum Vertical Span Max Downward Defl 1 0 0724 1 0 0450 1 01174 Reactions - Unfactored Location in Span 4040 4040 4040 Support notation Far left is #1 Max Upward Defl 00000 00000 00000 Location in Span 0000 0000 0000 Support & Load Combination Support Reaction Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored Load Combination Support 1 Support 2 0369 k Support notation Far left is #1 Overall MAXimum DOnly LrOnly D+L+tr 0369 0209 0160 0369 0369 0209 0160 0369 I I I I I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949)380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 ? Printed 18 FEB 2009 9 18AM i/Vbod Beam Design ;i% • Lie. # : -KW-06004883 «=«#**•• ^; , ^X^^mi' Description (E)RoofBeam-2 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Douglas Fir - Larch Wood Grade No 1 Beam Bracing Beam is Fully Braced against ! : ' ' T • \ ' V "... , ''.''' '•'• "•'"' '•"- ..»"'. ;; '' »'-^ " . rFile H \bttle &Associates\Henfy's\Henry's-Carlsbad\haniy's-cartsbadec6^.;.b| ,>,:••• i^;:; Vl .«„. :'mA •' • ' .,„.*,, ENERCALC INC 1983-2008 Ver 60 21^1 a.^-i-i,:-;: .yvm^:,:,...^-' •• y^^p^^^.;, : License Owner SKSP CONSUIHING ENGINEERS Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft lateral-torsion buckling r.n WO ,021 ,„.uiO 1 I2*L|(0 16) * Calculations 1 ,000 0 psi E 1 ,000 0 psi 1 ,500 0 psi 625 0 psi 1800 psi 675 0 psi T T•••*;•.!;•,,•..,;. '-... per IBC 2006, CBC 2007, 2005 NDS Modulus of Elasticity Ebend-xx 1,7000ksi Emmbend-xx 6200ksi Density 32210pcf i • i ' - .: - - '-• . ' - . : 750X11680, Span = 19 Oft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 020 ksf, Tnbutary Width = 8 0 ft Uniform Load Lr = 0 020 k/ft, Tributary Width = 1 0 ft 1 • ucjiun oujwiHAfti Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Load Combination Segment Length Span # 0792 1 750X11 680 989 45 psi 1,250 00 psi +D+Lr+H 9500ft Span#1 0314m = 0 000 in 725 0 544 in 0 000 in 419 Combinations Max Stress Ratios M V Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow ^^^^_ IIt-f-.ll Ml l_Jfv 1 0203 1 750X11 680 45 62 psi 225 00 psi +D-H_r+H 0000ft Span#1 Summary of Shear Values Vactual fv-design Fv-allow -HD+Lr+H ( Length = 19 Oft 1 0 792 0 203 1406 98945 1,25000 2 66 45 62 225 00 Overall Maximum Deflections - Unfactored Loads f • Load Combination Span D+L+Lr 1 Max "-" Defl Location in Span Load Combination 05440 9595 Max "+•" Defl Location in Span 00000 0000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span D Only 1 LrOnly 1 . 0+L-H.r 1 Max Downward Defl 02297 03142 05440 Location in Span Max Upward Defl 9 595 0 0000 9 595 0 0000 9 595 0 0000 Location in Span 0000 0000 0000 I I(I I I I I I I I I I I I I I II I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 ? 7* Printed 18FEB2009 918AM Wood Beam Design LicJ#i: KW-06004683 Descnption (E) Roof Beam-2 File H \Uttle & Associate's\Heniy's\Henry's - Carlsbad\hanry's- carfsbad ec6 h «*«*••* ";:^Ti' ENERCALCflNC 1983-2008, Vertfti21 License Owner: KSP CONSULTING ENGINEERS- Maximum Vertical Reactions • Unfactored Support notaton Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored 2960 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only 0-tL-H.r 2 960 2 960 1 250 1 250 1710 1710 2 960 2 960 I I I I I I I I I I I I I I I I II I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 Printed 18FEB2009 103PM .Wood Beam Design -Ij " <:, ILic;;#v:;KWk)6004683^r-*"::«lfc-r- ^ ,; ^ft^ta Descnption (N) Roof Beam-3 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Douglas Fir - Larch Wood Grade No 1 Beam Bracing Beam is Fully Braced against ' ' V ' ' T - .'..—•_ f.....™.-..^ ;/ :. ':VV-'- .f File H \bttle & Associates\Henry's\Henry's - Carlsbad\hanry's-carisbad ec6«^b '•''"'. ••$ ENERCAffi, INC 1983-2008, Ver 60 21 1 ^.«;;^^;-^^:^:b™SiKe:lMiK, ,: w s»aLicensVOwner,:KSPCONSULTINGiENGINEERS Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft lateral-torsion buckling DfQ f?M81i 04-Jf '•' ' •'•'-' ' " ' ' "• • '•' Calculations 1,0000 psi £ 1,0000 psi 1 ,500 0 psi 625 0 psi 1800 psi 675 0 psi '"i '\ i -i( •V " per IBC 2006, C6C 2007, 2005 NDS Modulus of Elasticity Ebend-xx 1,7000ksi Emmbend-xx 6200ksi Density 32210pcf ^1 ' : >>f, ' •;*- - *K-, 4x8, Span = 8 0 ft Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 01 40, Lr = 0 020 ksf, Tributary Width = 2 0 ft Uniform Load D = 0070 ksf, Tributary Width = 1 2 0 ft r.DESIGN SUMMARY. , . Maximum Bending Stress Ratio = 0 380. 1 Section used for this span 4x8 fb Actual = 493 68 psi FB Allowable = 1,30000psi Load Combination +0+Lr+H Location of maximum on span = 4 000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0 020 in Max Upward L+Lr+S Deflection = 0 000 in Live Load Deflection Ratio = 4881 Max Downward Total Deflection = 0 078 in Max Upward Total Deflection = 0 000 in Total Deflection Ratio = 1238 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs •^H Uesian OK 1 0176 1 4x8 = 31 69 psi ; = 180 00 psi -^D+Lr+H 7400ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V -HD+Lr+H Length = 80ft 1 0380 0176 Overall Maximum Deflections - Unfactored Loads Summary of Moment Values Mactual fb-design Fb-allow 126 49368 1,30000 Load Combination Span Max "-' Defl Location in Span Load Combination D+L-H_r 1 0 0775 Maximum Deflections for Load Combinations • Unfactored Load Combination Span Max Downward Defl D Only 1 0 0579 LrOnly 1 00197 0+L-H.r 1 0 0775 4040 Loads Location in Span Max Upward Defl 4 040 0 0000 4040 00000 4 040 0 0000 Summary of Shear Values Vactual fv-design Fv-allow 054 3169 18000 Max "+" Defl Location in Span 0 0000 0 000 Location in Span 0000 0000 0000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.S p Fax (949) 380-3771 &«l*rfl&»sr*« MI 'f1?'-* •»•'• ••« '.. "3&: ™V- • '•'•t/Vood Beam Design *fs'- ^ ,,| "° -..?M •. •' i&-'' }.. ** ; •. •• -x> ':..;„ ' • Lie. # VKWi06004683 ^mMUM-'f: '^ •>-<sdKisp4i:K?x, ;', :>---«s Oescnption (N)RoofBeam-3 Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (D-H_-H.r) Maximum Vertical Reactions • Unfactored Load Combination Support 1 Support 2 Overall MAXimum 0 631 0 631 DOnly 0471 0471 LrOnly 0160 0160 D-H.+U 0 631 0 631 Title HENRY'S - Calsbad Job #28562 Dsgnr KK Project Desc ~ Project Notes Primed 18FEB2009 103PM , -H, - '., "-,. File H \Uttle & Associates\Henry's\Henry's - Cartsbad\h"aray's- carlsbad ec6 b ' •(£. . -4'- .::K ^^ •• f a tf^ENERCALC INC 1983-2008 Ver 6 021 | •s,:ig»€iJ*i-!ixJie«i»aaffi5,,:;p:".giSLicensie;Owner;::3KSP- CONSULTING. ENGINEERS; Support notation Far left is #1 Support Reaction 0631 k Support notation Far left is #1 1 1 1 • 1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.B P Fax (949) 380-3771 ! Wood Beam- Design • tic. # -. KWIOS004683 a *? aimtemmmsx-m ^ti Descnption (N) Roof Beam-4 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Douglas Fir - Larch Wood Grade No 1 Beam Bracing Beam is Fully Braced against • E ' ' V ; M"' -'! • ' • '; • '>.".' • - •'•:••' i % Title HENRY'S -Calsbad Dsgnr KK Project Desc Project Notes Job# 28562 f~~) I Pnnled 18 FEB 2009 1 06PM File H \Uttle & Associates\Henry's\Henry's Carlsbad\hamy's- carisbad ec6 k '-it,. " .. % ENERCALC INC 1983-2008, Ver 6 021 : | ^^B'rtliisrfaw,*- '-^WSSSIfe: : T.^,.^ License Owner;: KSPiCONSUUriNG ENGINEERS Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft lateral-torsion buckling n D(007) r£D(0 042^0(0 Oo) i 4x12, Span= 190ft Calculations 1 ,000 0 psi E 1 ,000 0 psi 1,5000 psi 625 0 psi 1800 psi 675 0 psi V ;- '. • k per IBC 2006,CBC 2007, 2005 NDS Modulus of Elasticity Ebend- xx Em/nbend - xx Density ,:: •<• ;. 1,7000ksi 620 Oksi 32210pcf i > X I Applied Loads Service loads entered Load Factors will be applied for calculations 1 1 1 1 1 1 Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load 0 = 00140, Lr = 0020ksf, Tributary Width = 3 0 ft Uniform Load D = 0070 ksf, Tributary Width = 10 0 ft ,-DESLGNi.SUMMARY ! Maximum Bending Stress Ratio = 0 964 1 I Section used for this span 4x1 2 fb Actual = 1,32615psi FB Allowable = 1,375 00 psi Load Combination +D+Lr+4H Location of maximum on span = 9 500ft Span # where maximum occurs = Span # 1 Maximum Deflection ! Max Downward L+Lr+S Deflection = 0 251 m Max Upward L+Lr+S Deflection = 0 000 m Live Load Deflection Ratio = 907 Max Downward Total Deflection = 0 757 m Max Upward Total Deflection = 0 000 m Total Deflection Ratio = 301 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V +D+Lr-*H Length = 19 Oft ' 1 0964 0265 Overall Maximum Deflections • Unfactored Loads Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 816 1,32615 1,37500 Load Combination Span Max "-" Defl Location in Span Load Combination 1 1 D-H.-H.r 1 0 7570 Maximum Deflections for Load Combinations - Unfactored Load Combination Span Max Downward Defl D Only 1 0 5058 LrOnly 1 02512 D+L+ir 1 0 7570 9595 Loads Location in Span Max Upward Defl 9 595 0 0000 9 595 0 0000 9 595 0 0000 I^IIH Oesian OK 1 0265 1 4x12 = 59 55 psi i 225 00 psi +D+Lr+H 0000ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 1 56 59 55 225 00 Max "+' Defl Location in Span 00000 0000 Location in Span 0000 0000 0000 I I I ('I I I I I I I I I I I I I I I ( I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Punted 18FEB2009 108PM Wood Beam-Design Lic.t*: KW-06004S83 Descnption (N) Roof Beam-4 Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (0+L-H.r) Maximum Vertical Reactions • Unfactored Uf*; | File H \Uttle & AssociatesWenry'sWenry's - Carisbad\hanry's- carlsbad ec6: '-.''^ -K-L . •'"•'"$ '&>..*,.: ENERCALC'INC 1983-2008 Ver^6021 ^License Owner :;KSaCONSUMING ENGINEERS; Support notation Far left is #1 Support Reaction 1718 k Support notation Far left is #1 Load Combination Overall MAXimum DOnly LrOnly Support 1 1718" 1148 0570 1718 Support 2 1718 1148 0570 1718 I I I I I I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 18FEB2009 107PM , Wood Beam Design ^ I Lie. # ::?KW-06004S83'i;fi«Ki as i--:rC.-M";:. ; :f:],,:::\. Descnption (E) Roof Beam-5 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species DF/DF Wood Grade 24F - V4 Beam Bracing Beam is Fully Braced against i | D(2 4) Lr(1 6) i:' " -^iMSHfiSI?" - : ^ : ' ' ' : File H \bttle SAssociates\Heniy's\Henry's-Cartsbad\hanry's-carisbadec6 k -.-;.• ss&,.,,;«gBi-A *-.- •• ' •'••' - - : * * ENERCALC, INC 1983-2008 Ver 6 021 | : ::-: , ^^sft^mims^^^: ,» :Si»SS}iMi3a,v!g;i*Licehse Owner,':- KSP CONSULTING-ENGINEERS^ Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft lateral-torsion buckling D(0 28) Lr(0 24) Calculations 2,4000 psi E 1 ,850 0 psi 1 ,650 0 psi 6500 psi 265 0 psi 1,1 000 psi per IBC 2006, CBC 2007, 2005 NDS Modulus of Elasticity Ebend-xx 1,8000ksi Emmbend-xx 9300ksi Ebend-yy 1,6000ksi Emmbend-yy 8300ksi Density 32210pcf : 1 ' + + 1 V /.;;•.;•':;„.:• • .';.'.- '"..,".,' , .." i'-.i-"', ' •. ' .'" ''. .•'..•' ,/;,.' 5125x255, Span = 40 Oft I I I I I I I I I i i Applied Loads Service loads entered Load Factors will be applied for calculations Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 20 0 ft PomtLoad D = 240, Lr=1 60k@50ft DESIGN SUMMARY '|:. "•'" " Maximum Bending Stress Ratio = 0 946 1 Section used for this span 5 125x25 5 fb Actual = 2,468 18 psi ! FB Allowable = 2,608 56psi Load Combination +D+Lr+H : Location of maximum on span = 19000ft Span # where maximum occurs = Span # 1 : Maximum Deflection I Max Downward L+Lr+S Deflection = 1 201 in ! Max Upward L+Lr+S Deflection = 0 000 in Live Load Deflection Ratio = 399 Max Downward Total Deflection = 2 638 in Max Upward Total Deflection = 0 000 in Total Deflection Ratio = 181 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0446 1 5125x255 147 60 psi 331 25 psi 0000ft Span#1 Max Stress Ratios M V~ Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 40 Oft 1 0946 0446 Overall Maximum Deflections - Unfactored Loads 11424 2,46818 2,608 56 1286 14760 33125 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+L+Lr 1 26376 19800 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination 00000 0000 Span Max Downward Defl Location in Span Max Upward Defl Location in Span DOnly LrOnly D+L+Lr 1 1 4369 1 1 2008 1 2 6376 19800 19800 19800 00000 00000 00000 0000 0000 0000 I I(I I I I I I I I I I I I I I I ( I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 18FEB2009 107PM Wood Beam Design Lie. #: KW-06004683S Description (E)RoofBeam-5 Maximum Vertical Reactions^ Unfactored Support & Load Combination fpSf File H \Jjftle & Associa!es\Heriry's\Henry's. CarlsbadMiamy's- carlsbad ec6 '" :5"'&3* "*•:* k ENERCALC INC 1983-2008 Ver602K, LicenseiOwner; KSP CONSULTING ENGINEERS; Support notation Far left is #1 Support 1, Maximum Vertical Reactions - Unfactored Support Reaction 13900 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly 13900 10900 7 700 5 900 6200 5000 13900 10900 Project HENRY'S - Carlsbad Prepared By KK IBB!Subject Roof Framing r Checked By Job No 28562 Sheet No r> u \.t,\ I I I I I I I I I I I I I I ( I K.S.P. Consulting Engineers (E) Roof Beam-6 Center Span "L" = 13'-0" Uniform Load ((E) Roof Joists) WDL = 14 psf, Tributary Area = 5'-6" WLL = 12 psf, Tributary Area = 5'-6" Uniform Load (New Pipes WDL = 2plfxlOpipe = 20plf (N)6v14 II Date 2/18/09 Rev No w tWW .1 11 I..1, USE:(E)4x14#1 DFL (N) Roof Beam-7 Center Span "L"=17'-6" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 2'-0" WLL = 20 psf, Tributary Area = 2'-0" Point Load (P Reaction of (E) Roof Beam-6), X = 9'-0" PDL=10kips PLL=07kips USE: (N) 6x14 #1 DFL (N) Roof Beam-8 Center Span "L" = 20'-0" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 4'-0" WLL = 20 psf, Tributary Area = 4'-0" i—>XUniform Load (New Pipes WDL = 2plfxlOpipe = 20plf Point Load (P Reaction of (E) Roof Beam-7), X = 12'-0" PLL = 0 6 kips USE:(N)6x14#1 DFL 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 WIIII, V IIIII I m? \ /£!» W IIII, P r IIIII I ^^ \ dt 1 i 1 1 1 1 1 1 1 1 < 1 1 1 1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.BP Fax (949)380-3771 W^^JBeaiT^jpiesign.^-;;.^^ ^v^y^it 1 Lie. # : KW-06004683 ;i:' ^ff-; : ,:: ;, Description (E)RoofBeam-6 Material Properties Title HENRY'S -Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 7^ Printed 19FEB2009 923AM ... --I--- •• . ?) ™- •:• ',. File H \Lrttle & Assbciates\Henfy's\Henr/s - Carlsbad\hanry's- cartsbad ec6*/ j •^Xrf! -^ ^,^&& . Ak,:- , ,.>T..'"- . .szjf ENERCALC, INC 1983-2008, Ver 6 021 A | •„ rs .t-i ; License Owner : KSP CONSULTING ENGINEERS Calculations Analysis Method Allowable Stress Design Fb - Tension 1 ,000 0 psi E Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 1 ,000 0 psi Fc-Prll 1,5000 psi Wood Species Douglas Fir - Larch Fc-Perp 6250 psi Wood Grade No 1 Fv 1800 psi Ft 6750 psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling » • Qf;?|r|;' -g; : ;:||;;|i;v|; D(0 1 12^-1 (0 096) v* » per IBC 2006, CBC 2007, 2005 NDS Modulus of Elasticity Ebend-xx 1,7000 ksi Emmbend-xx 6200ksi Density 32210pcf • ' < - ;||;;^!:;?I^||' /\ 4x14, Span = 130ft 7\ Applied Loads , <; *'Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 8 0 ft Uniform Load D = 0 020 k/ft, Tnbutary Width = 1 0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0 590 1 Section used for this span 4x14 fb Actual = 590 05 psi FB Allowable = 1,000 00 psi Load Combination +D+Lr+H Location of maximum on span = 6 500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0 054 in Max Upward L+Lr+S Deflection = 0 000 in Live Load Deflection Ratio = 2893 Max Downward Total Deflection = 0 1 34 in Max Upward Total Deflection = 0 000 in Total Deflection Ratio = 1165 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M v Length = 13 Oft 1 0590 0234 Overall Maximum Deflections - Unfactored Loads ' Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Summaiy of Moment Values Mactual fb-design Fb-allow 504 59005 1,00000 Load Combination Span Max '-' Defl Location in Span Load Combination | 1 DtL-H_r 1 01339 Maximum Deflections for Load Combinations • Unfactored Load Combination Span Max Downward Defl D Only 1 0 0800 LrOnly 1 00539 D+L-tLr 1 0 1339 6565 Loads Location in Span Max Upward Defl 6 565 0 0000 6565 00000 6565 00000 ^^H Desmn OK I 0234 1 4x14 42 10 psi 18000psi +D+Lr+H 11960ft = Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 130 4210 18000 Max '+' Defl Location in Span 0 0000 0 000 Location in Span 0000 0000 0000 I I I I I I I I I I I I I I I I I I ( I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949)380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 19FEB2009 923AM Wood Beam Design £• •• . It:'' *.:*• vv> • .• ... '. ,W ,™,lL Lic.;# : KW-06004883 Description (E) Roof Beam-6 Maximum Vertical Reactions • Unfactored ;§' . : "•' file H \Uttle & Associates\Hen'ry's\Henry1s "' Cartsbad^aniy's- carlsbad ec6>" ."S' *"" X.. ' -K s >28sENERCALC INC>192008,Ver6021.;s License Owner : KSP CONSULTING ENGINEERS Support notation Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) Maximum Vertical Reactions - Unfactored 1549 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+L+Lr 1549 0925 0624 1549 1549 0925 0624 1549 1 1 1 1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.BP Fa* (949)380-3771 Cenu<erg£agr*n , Wood Bearn Design ^^/ ^''^ "*. • Lie;.*: KW-oeoo^esafcs ^sM'-^^miyfvm^. - ^ :\«^i<;;K!p-':,; Descnption (N) Roof Beam-7 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Douglas Fir - Larch Wood Grade No 1 Beam Bracing Beam is Fully Braced against lateral-torsion Title HENRY'S -Calsbad Job # 28562 Dsgnr KK Project Desc Project Notes Printed 19FEB2009 923AM•-..';:. sfii•••;••-• ". , ';:.$.:>./•.•_ •. n ,t •• *-i"-™>«'-»N«S»«*? f!«S" Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft buckling File H \UHIe & Associates\Henry's\Henry's - CarlsbadUianry's- carlsbad ec6 b ": ' -.V:A%%j>^;: . .. ENERCALC^INC. 1983-2008 Ver602llsS| u ;« UcenseOwnen:KSR CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, 2005 NDS 1350 psi E Modulus of Elasticity 1350 psi Ebend-xx 1600ksi 925 psi Emmbend-xx 580ksi 625 psi 170 psi 675 psi Density 3221pcf I I I I I I I I I I I ( I D(1)Lr(07) D(0 028) LitO 024) •••:. ^^^i^^-'.'-^^^ . „. ".^•^W-^^^^''^-^-:^^["\-.:y^,' 6x12 -• ••^y^^m'*$$&m$&"-,"^: •>.tysxffi't-s.-":-;?" Span = 1750ft Applied Loads i Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load 0 = 00140, Lr = 00120ksf, Tributary Width = 2 0 ft PomtLoad D = 1 0, Lr = 070k@90ft , DESIGN SUMMARY.. -, _ .-. _ _ Maximum Bending Stress Ratio = 0 730 1 Section used for this span 6x1 2 fb Actual = 98496psi FB Allowable = 1,35000psi Load Combination +D+Lr+H Location of maximum on span = 9 01 3ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0 168 in Max Upward L+Lr+S Deflection = 0 000 in Live Load Deflection Ratio = 1252 Max Downward Total Deflection = 0 422 in Max Upward Total Deflection = 0 000 in Total Deflection Ratio = 497 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs ^^H Desian OK 1 0195 1 6x12 33 09 psi 170 00 psi +D+LT+H < 16625ft ' Span # 1 r Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span* M V •KXr+H Length = 17 50 ft 1 0730 0195 Overall Maximum Deflections - Unfactored Loads Summary of Moment Values Mactual fb-design Fb-allow 995 98496 1,35000 Load Combination Span Max "-" Defl Location in Span Load Combination D-K.+Lr 1 0 4221 Maximum Deflections for Load Combinations • Unfactored Load Combination Span Max Downward Defl D Only 1 0 2545 LrOnly 1 01676 D+L-tr 1 04221 8838 Loads Location in Span Max Upward Defl 8 838 0 0000 8 838 0 0000 8 838 0 0000 Summary of Shear Values Vactual fv-design Fv-allow 1 40 33 09 170 00 Max '+•" Defl Location in Span 0 0000 0 000 Location in Span 0000 0000 0000 I I I I I I I I I I I I I I I I II I KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 Fax (949) 380-3771 Wodl^Beam^pesign Printed 19FEB2009 923AM File "H \bttle & Associates\Henry's\Hehry's"- CarlsbacWianiy's- cartsbad ec6 :^;: . - ^i«;! " ENERCALC INC 1983-2008,Ver"6621 License Owner : KSP CONSULTING ENGINEERS Descnption (N) Roof Beam-7 Maximum Vertical Reactions • Unfactored Support & Load Combination "Support 1, (D-H_-H_r) Maximum Vertical Reactions • Unfactored Support notation Far left is #1 Support Reaction TWk Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOniy 1 405 1 453 0 855 0 883 0550 0570 1 405 1 453 I IfI KSP Consulting Engineers, Inc i 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 K.BP Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 20FEB2009 945AM VVoodB^am Deligli Lie. # : KW-06004683 s Descnption (N) Roof Beam-8 File H \Little & Associates\Henry's\Henry's - Cartsbad\hanry's-carlsbad ec6 w;*- :" •- ENERCALC^NC,-1983-2008. Ver 6 021 License Owner : KSP CONSULTING ENGINEERS 1 • 1 Analysis Method Load Combination Wood Species Wood Grade Beam Bracing ! E Allowable Stress Design 2006 IBC & ASCE 7-05 Douglas Fir - Larch No1 Beam is Fully Braced against lateral-torsion Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft buckling 1 ,350 0 psi 1 ,350 0 psi 925 0 psi 625 0 psi 1700 psi 675 0 psi E Modulus of Elasticity Ebend- xx Emmbend - xx Density 1 ,600 Oksi 580 Oksi 32210pcf ; i I I ... .DIP P2). ... D(09)Lr(06) 6x14, Span = 20 Oft I I I I I I I I i I Applied Loads _ ^ _ = _ _ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 020 ksf, Tributary Width = 4 0 ft Uniform Load D = 0 020 k/ft, Tnbutary Width = 1 0 ft PomtLoad D = 090, Lr = 060k@120ft Sen/ice loads entered Load Factors will be applied for calculations Maximum Bending Stress Ratio = 0 835 1 Section used for this span 6x14 fb Actual = 1,112 29psi FB Allowable = 1,332 45 psi Load Combination +D+Lr+H Location of maximum on span = 1 2 000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0 252 in Max Upward L+Lr+S Deflection = 0 000 in Live Load Deflection Ratio = 951 Max Downward Total Deflection = 0 575 in Max Upward Total Deflection = 0 000 in Total Deflection Ratio = 417 Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio = 0 290 H Section used for this span 6x14 fv Actual = 49 22 psi Fv Allowable = 170 00 psi Load Combination +D+Lr+H Location of maximum on span = 18 900 ft Span # where maximum occurs = Span # 1 Load Combination Segment Length Max Stress Ratios Span*M V Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow Length = 20 0 ft 1 Overail Maximum Deflections • Load Combination 0 835 0 290 Unfactored Loads 1549 1,11229 1,33245 244 4922 17000 Span Max '-" Defl Location in Span Load Combination Max "+• Defl Location in Span 0-tt-H.r 1 05752 10300 Maximum Deflections for Load Combinations • Unfactored Loads 00000 0000 Load Combination Span Max Downward Defl Location in Span Max Upward Defl Location in Span DOnly LrOnly D-H.-HJ 03231 02521 05752 10300 10300 10300 00000 00000 00000 0000 0000 0000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.BP Fax (949) 380-3771 ( WoojdBe>m* Design ^A "; :~ •••••.??*^ • Lie! # : KW-06004683 i :,:^.:^^MK :• ^,.,'^Kf, Descnption (N) Roof Beam-8 Maximum Vertical Reactions • Unfactored Support & Load Combination Support 1, (D+L-H.r) Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 2 326 2 626 D Only 1 286 1 466 LrOnly 1040 1160 D-H.-HJ- 2 326 2 626 Title HENRY'S -Calsbad Job* 28562 Dsgnr KK Project Desc 7 7 oProject Notes Pnnted 20 FEB 2009 9 45AM . „;•'.•••: ' "•• a, . File H \bttle SAssociatesWenry'sWenry's-CarisbadMiaray'^carisbadece b a-S,-i - s' ;:~K9-'£.^ •<,• ' "'ENERCALC'lNCf 1983-2008 Ver 6 021 | smm^!:^:m*^-.:m^-~^&~*m License Owner :KSP CONSULTING; ENGINEERS5 Support notation Far left is #1 Support Reaction 2326 k Support notation Far left is #1 Project HENRY'S - Carlsbad Prepared By KK Subject Steel Beam Design - Line "3"Checked By Job No 28562 Sheet No 2 I I I I I I I I I I I I I I I I K.S.P. Consulting Engineers (N) Steel Beam-1. Line "3" Center Span "L" = 20'-0" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 13'-6" WLL = 19 psf, Tributary Area = 13 '-6" Uniform Load (CMU Wall Above) WCMU = 90 psf, Tributary Height = 8'-0" USE: (N)W 18x55 (N) Steel Beam-2. Line "3" KW ,?>t,c Center Span "L" = 22'-9" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 13 '-6" WLL = 16 psf, Tributary Area = 13 '-6" Uniform Load (CMU Wall Above) WCMU = 90 psf, Tributary Height = 8'-0" Point Load ((E) 51/8x191/2 GLB), X = 20'-0" PDL = 14 psf x (39 75/2)' x (24 75/2)' = 35 kips PLL = 16 psf x (39 75/2)' x (24 75/2)' =40 kips Pp,Pcs = 03 kips USE: (N)W 18x55 (N) Steel Beam-3. Line "3" Center Span "L" = 22' -9" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 13 '-6" Uniform Load (CMU Wall Above) = 90 psf, Tributary Height = 8'-0" Date 02/10/09 Rev No W SMW/ .1 1 1 1 I. W1111 mf 1— >X 11 J Y r 1111 1 1 ^» W .1,1,,1, USE: (N12-MC 12x31 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 1 1 I 1 1 1 1 1 1 ••. 1 1 i 1 1 1 1 ( mm • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.SP Fax (949)380-3771 Omars Caintri •X •. : . " &. -.. <. .. •' V •< :#. Y< :":: f&tf^tlxs.> ^Steerfieam Design . ' \: ^"j^ 1 Lie. # : KW-06004683 » :,-; -^. •-. ; .,.—•• . •"•*•• -'«OK ••>•'> ••...••.-, Descnption Steel Beam-1 , Line 3 (L = 20') Matenal Properties Analysis Method Allowable Stress Design Beam Bracing Beam bracing is defined as a set spacing over all spans Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Unbraced Lengths First Brace starts at 8 0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8 0 ft rvn iSOTV O(0 1o9)tM" * * ^ W18X55, Span Applied Loads N Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 0190 ksf, Tributary Width = 13 50 ft Uniform Load D = 0090 ksf, Tributary Width = 8 50 ft DESIGN SUMMARY Title HENRY'S -Calsbad Dsgnr KK Project Desc Project Notes Job #28562 ??•*- Printed 17FEB2009 913AM • •:,-. ; File H \bttle &'Ass6ciates\Henry's\Henry'S:Caflsbad\hantv's-cartsbadec6 I =":' ,.;.#' ::-( lit •• ENERCALC; INC 1983-2008 Ver 6 0 21 ,: J ; , , License Owner :KSP, CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, 13th AISC Fy Steel Yield E Modulus w.^3Oi>^ V *.-: •• --. f"*.'™ '~.~-»'~i", .",.-. " • i; . " :' • • • • /-> ''•'•;' ,: r -" •' - x. ''<,'' \ ^ * = 20 Oft 50 0 ksi 29,000 0 ksi f ;. '. • •". • . - • •••• . k Service loads entered Load Factors will be applied for calculat ons Maximum Bending Stress Ratio = 0 231 1 Maximum Shear Stress Ratio = Section used for this span W18X55 Section used for this span Mu Applied 63282k-ft Vu Applied Mn/ Omega Allowable 273 881 k-ft Vn/Omega Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span 1 0 000ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0 036 in Max Upward L+Lr+S Deflection 0 000 in Live Load Deflection Ratio 6655 Max Downward Total Deflection 0 1 78 in Max Upward Total Deflection 0 000 in Total Deflection Ratio 1348 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax + Mmax- Ma -Max Mnx Omega*Mnx Cb Overall MAXimum Envelope Dsgn L= 800ft 1 0217 0090 6075 Dsgn L= 800ft 1 0231 0054 6328 4050 Dsgn L= 400ft 1 0226 0090 4050 +0+Lr+H Dsgn L= 800ft 1 0217 0090 6075 Dsgn L = 8 00 ft 1 0 231 0 054 63 28 40 50 Dsgn L = 4 00 ft 1 0 226 0 090 40 50 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span 0+L-M.r 1 0 1779 10 100 Maximum Deflections for Load Combinations - Unfactored Loads 6075 46667 27944 140 1 6328 45738 27388 105 1 6328 46667 27944 207 1 6075 46667 27944 140 1 6328 45738 27388 105 1 6328 46667 27944 207 1 Load Combination Load Combination Span Max Downward Defl Location in Span Max Upward Defl DOnly 1 01419 10100 LrOnly 1 00361 10100 D-H.+Lr 1 01779 10100 00000 00000 00000 ^H Desian OK 0090 1 W18X55 126565 k 141 180 k +D+LT+H 0000 ft Span # 1 Summary of Shear Values Rm VaMax Vnx Omega*Vnx 00 1266 21177 14118 00 759 21177 14118 00 1266 21177 14118 00 1266 21177 14118 00 759 21177 14118 00 1266 21177 14118 Max "+"Detl Location in Span 00000 0000 Location in Span 0000 0000 0000I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949)380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 17FEB2009 913AM I I I I I I I I I I I I I I I I I Steel Beam Design Lie. #: KW-06004683 File":H \bltlei & Associates\Henty's\Henryls - CartsbacMianry's- carlsbad ec6 li-ij' >**' ., ENERCALC iNC 1983-2008, Ver 6 0 21 License Owner : KSP CONSULTING ENGINEERS Description SteelBeam-1,Line3(L = 20') Vertical Reactions • Unfactored Support notation Far left is #1 Load Combination Overall MAXimum DOnly LrOnly D-K.+Lr Support 1 12656 10091 2565 12656 Support 2 12656 10091 2565 12656 Steel Section Properties • W18X55 Depth = 18 TOO in Ixx Web Thick = 0390 in Sxx Flange Width = 7530 in Rxx Flange Thick = 0630 in Zx Area = 16200 mA2 lyy Weight = 55145 plf Syy Kdesign = 1030 in R yy K1 = 0813 in Zy rts =2000 in rT Ycg = 9050 in 89000 mM 98 30 mA3 7410 in 112000 mA3 44 900 mA4 11900 inA3 1 670 in 18500 mA3 1 950 in J Cw Wno Sw Qf Qw 1 660 inM 3,430 00 mA6 32 900 mA2 39 000 mM 19600mA3 55300mA3 I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 Fax (949)380-3771 Title HENRY'S -Calsbad Dsgnr KK Project Desc Project Notes Job# 28562 Printed 17FEB2009 913AM I SteelBeam Design; Description lftSBs^S; (MB File H \Uttle & Assbciates\Heniys\Henry's . CarlsbacMiamy's- cartsbad ec6 1, * %?f ft-1,, ,!3ji;: &- ,,_;,;•: «5,%4ERCALCiNC 1983-2008 Ver 60 2l License Ownen: KSPCONSULTING ENGINEERS; Steel Beam-2, Line 3 (L = 22 75') 1 1 1 1 1 1 1• •• Analysis Method Allowable Stress Design Beam Bracing Beam bracing is defined as a set spacing over all spans Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Unbraced Lengths First Brace starts at 8 0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8 0 ft ' ' v U(0 1 69j1 r ^ i ;•'%': -':/or „.";'.,. '^UTV'-- Fy Steel Yield 50 0 ksi E Modulus 29,000 0 ksi D(4) Lr4) rLi0216) | * i p 1 r I','.',' X W18X55, Span = 22 750 ft ^ Applied Loads N Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 0160 ksf, Tributary Width = 13 50 ft Uniform Load D = 0 090 ksf, Tributary Width = 8 50 ft PomtLoad D = 40, Lr = 40k@200ft DESIGN SUMMARY Service loads entered Load Factors will be applied for calculations • j^^^^^^^^^^^^^^^^^^^^H Desian OKMaximum Bending Stress Ratio = 0344 1 Maximum Shear Stress Ratio = 0149 1 • Section used for this span W18X55 Section used for this span W18X55 Mu Applied 90643k-ft Vu Applied 209690 k Mn/ Omega Allowable 263683k-ft Vn/Omega Allowable 141 180 k Load Combination +D-H_r+H Load Combination +D+Lr+H • : Location of maximum on span 12171ft Location of maximum on span 22750ft | | Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 '' Maximum Deflection Max Downward L+Lr+S Deflection 0 075 in • Max Upward L+Lr+S Deflection 0 000 in | ; Live Load Deflection Ratio 3663 Max Downward Total Deflection 0 336 in _ Max Upward Total Deflection 0 000 in • Total Deflection Ratio 813 » Maximum Forces & Stresses for Load Combinations 1 1 I I • 1 Load Combination Max Stress Ratios Segment Length Span* M V Mmax+ Mmax Overall MAXimum Envelope Dsgn L= 796ft 1 0286 0106 7983 Dsgn L= 796ft 1 0344 0036 9064 7983 Dsgn L= 683ft 1 0324 0149 8198 Dsgn L= 796ft 1 0286 0106 7983 Dsgn L = 7 96 ft 1 0 344 0 036 90 64 79 83 Dsgn L= 683ft 1 0324 0149 8198 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max "-" Defl Location in Span D+L+Lr 1 03356 11603 Maximum Deflections for Load Combinations - Unfactored Loads Summary of Moment Values Summary of Shear Values Ma -Max Mnx Omega'Mnx Cb Rm VaMax Vnx Omega*Vnx 7983 46667 27944 147100 1490 21177 14118 9064 44035 26368 1 01 1 00 515 21177 14118 9064 46667 27944 145100 2097 21177 14118 7983 46667 27944 147 100 1490 21177 14118 9064 44035 26368 1 01 1 00 515 21177 14118 9064 46667 27944 145100 2097 21177 14118 Load Combination Max "+" Defl Location in Span 00000 0000 Load Combination Span Max Downward Defl Location in Span Max Upward Defl Location in Span DOnly 1 02611 11 LrOnly 1 00745 11 0+L-H.r 1 03356 11 603 0 0000 0 000 944 00000 0000 603 0 0000 0 000 I I II I I I I I I I I I I I I I I ( I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 Printed 17FEB2009 913AM Steel Bearti Design Lie. # : KW-06004683 Description Steel Beam-2, Line 3 (L = 22 75') Vertical Reactions • Unfactored "•%•!£: J>File H \Uttle & Associates\Henry's\Henry's - CarisbacWianry's- carlsbad ec6 * •-;• 'fh-; •*" ENERCALC'lNC 1983-2008. Ver 6 021 License Owner: KSP CONSULTING ENGINEERS Support notation Far left is #1 Load Combination Overall MAXimum DOnly LrOnly D+L-tir Support 1 14903 11963 2941 14903 Support 2 20969 14996 5973 20969 Steel Section Properties : W18X55 Depth = 18100 in Ixx Web Thick = 0390 in Sxx Flange Width = 7530 in Rxx Flange Thick = 0630 in Zx Area = 16200 mA2 lyy Weight = 55145 plf Syy Kdesign = 1030 in R yy K1 = 0813 in Zy rts =2000 in rT Ycg = 9050 in 89000 mA4 9830 mA3 7410 in 112000 mA3 44900 mM 11 900 mA3 1 670 in 18500 m*3 1 950 in J Cw Wno Sw Of Qw 1 660 mA4 3,430 00 mA6 32900mA2 39000mA4 19600mA3 55 300 mA3 I KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S -Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 17FEB2009 913AM( 1 1 1 1 1 1 1,( 1 1 1 1 1 1 11 1 i;SteirB^m ppi^ri vj, jjflf :g.- ;5J X^./ I Lie. #: KW-06004683 •••& >:-, sfca '•,.. ••-:-•.• Descnption Steel Beam-3, Line 3 , Material Properties i. Analysis Method Allowable Stress Design Beam Bracing Beam bracing is defined as a set spacing over all spans Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Unbraced Lengths First Brace starts at 8 0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8 0 ft < r T 0(0^)98) " T * W< 'Sp'' Flle H ^t'6 & Associates\Henry's\Henry's - CarlsbadMianry's- carlsbad ec6g? I •*'V . '•'•f,,,..-^ "^ " :,ENERCALC,INC 1983-2008,iVer'602i License Owner : KSP CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, 13th AISC Fy Steel Yield E Modulus t * 50 0 ksi 29,000 0 ksi ^1 ^~K'-H& :--$. • ^ MC12X31, Span = 22 750 ft % Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0140 ksf, Tributary Width = 7 0 ft Uniform Load D = 0080 ksf, Tributary Width = 4 0 ft DESIGN SUMMARY * J /> Service loads entered Load Factors will be applied for calculations Maximum Bending Stress Ratio = 0 344 1 Maximum Shear Stress Ratio = Section used for this span MC12X31 Section used for this span Mu Applied 29048k-ft Vu Applied Mn/ Omega Allowable 84497k-ft Vn/Omega Allowable Load Combination +D Load Combination Location of maximum on span 1 1 375ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0 000 m Max Upward L+Lr+S Deflection 0 000 m Live Load Deflection Ratio 0 <480 Max Downward Total Deflection 0 466 m Max Upward Total Deflection 0 000 in Total Deflection Ratio 586 Maximum Forces & Stresses for Load Combinations* Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span* M V Mmax + Mmax- Ma Overall MAXimum Envelope Dsgn L= 796ft 1 0267 0064 2643 Dsgn L = 7 96 ft 1 0 344 0 026 29 05 24 40 Dsgn L = 6 83 ft 1 0 293 0 064 24 40 -HD Dsgn L = 7 96 ft 1 0 267 0 064 26 43 Dsgn L = 7 96 ft 1 0 344 0 026 29 05 24 40 Dsgn L = 6 83 ft 1 0 293 0 064 24 40 Overall Maximum Deflections - Unfactored Loads -Max Mnx Omega'Mnx Cb 2643 16542 9905 145 2905 14111 8450 102 2905 16542 9905 167 2643 16542 9905 145 2905 14111 8450 102 2905 16542 9905 167 Load Combination Span Max "-"Defl Location in Span Load Combination DOnly 1 04657 11489 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max Downward Defl Location in Span Max Upward Defl DOnly 1 04657 11489 00000 Vertical Reactions - Unfactored Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 5107 5107 ^^1 Design OK 0064 1 MC12X31 5 1074 k 797605 k +D 0000 ft Span # 1 Summary of Shear Values Rm VaMax Vnx Omega*Vnx 100 511 13320 7976 100 204 13320 7976 100 511 13320 7976 100 511 13320 7976 100 204 13320 7976 100 511 13320 7976 Max VDefl Location in Span 00000 0000 Location in Span 0000 I I I I I I I I I I I I I I I I I I I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949)380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 17FEB2009 913AM , Steel Bearr[ • •&- i.. "*?;••• •*"•.".•T^DeSign^'^W^v;'*fl?f'3fe:|tJ^^Sr^uV---^**'^* I Lic:;# : KW-06004683 "': : •. . ,< ,-,-K. ^.-.:- /•<: • : Descnption Steel Beam-3, Line 3 Vertical Reactions - Unfactored Load Combination DOnly Support notation Far left is #1 H \Little & Associates\Henry's\Henrys&Cairtsbad\haiiry's- carlsbad.ec6 -„ b V-'^'-tf'. ?"•'-•• .''ENERCALC.INC 19^-2008 Ver'60 21 te | License Owner : KSPCONSUUTING>ENGINEERS Support 1 Support 2 5107 Steer Section Properties . MC12X31 Depth Web Thick Flange Width Flange Thick Area Weight Kdesign rts Ycg Xcg XP 12000 in 0370 in 3670 in 0700 in 9120 mA2 31 000 plf 1310 in 1 280 in 6000 in 1080 in 0425 in 5107 X Ixx Sxx Rxx Zx lyy Syy Ryy Zy ^ 202 00 in"4 33 70 mA3 4710m 39700 mA3 11 300 mM 4370m*3 1110m 8 150 mA3 J Cw Ro H Wno Sw Qf Qw Wn2 Sw2 Sw3 1 000 mM 267 00 mA6 5340m 0 822 in 12000m"2 8 890 mM 13 300 mA3 21 600 mA3 7710 5200 2860 Eo 1170 in IiJB iifelB _ K.S.P. • Consulting Engineers Project HENRY'S - Carlsbad Prepared By KK Subject Design Column & Footing & Base Plate Checked By Job No 28562 Sheet No I I I I I I I I I I I I C-2 Steel Column Column Height "H"=15'-0" Point Load (P = Reaction of (R) Steel Beam-1 & (L) Steel Beam-2) PDL=12+101=221k PLL = 30 + 26 = 56k USE: HSS 4x4x1/4" Base Plate for HSS 4x4 Base Plate Dimensions "l" = 12","d"=t" = 3/4" Point Load (P = Reaction of Steel Column) PDL = 22 1 k PLL = 5 6 k USE: Base Plate 3/4"x12"x12" F-2 Pad Footing Footing Dimensions "L" = 5'-6", "H" = 14" Point Load (P = Reaction of Steel Column) PDL = 22 1 k PLL = 5 6 k Date 02/10/09 Rev No JP USE: 5'-6" SQ. x 14" w/ 6- #5 E.W. / L 25341 Commercentre Drive • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 | t||5£5i KSP Consulting Engineers, Inc jlSfSH 25341 Commercentre Dr , Suite #100 IMSBJ Lake Forest, Ca , 92630 I MiiilJ Office (949) 38°-397°w^0* pax (949) 380-3771CmteeEvOT/' — ' Steel Column ;yS -:, - ,.,.-;; V^v^^lt I ^H Lie. # : KW-06004683 ,W-, ,;. ;— Descnption C-2 Steel Column • General Information Steel Section Name HSS4X4X1/4 Analysis Method 2006 IBC & ASCE 7-05 1 Steel Stress Grade Fy Steel Yield 46 0 ksi E Elastic Rending Modulus 29,000 0 ksi Load Combination Allowable Stress 1- .Applied Loads ; * : Column self weight included 182 712 Ibs * Dead Load Factor AXIAL LOADS 1 Axial Load at 15 0 ft, D = 22 10, LR = 5 60 k i DESIGN SUMMARY * Bending & Shear Check Results IPASS Max Axial+Bendmg Stress Ratio = 0 77842 Load Combination +D+Lr+H Location of max above base 0 0At maximum location values are _ Pu Axial 278827 • Pn/ Omega Allowable 358198 • Mu-x Applied 0 0 Mn-x/ Omega Allowable 107655 IMu-y Applied 00 ( Mn-y/ Omega Allowable 107655 PASS Maximum Shear Stress Ratio = 00 ILoad Combination Location of max above base 0 0 At maximum location values areVu Applied 0 0 IVn/ Omega Allowable 00 I Load Combination Results Title HENRY'S -Calsbad Job* 28562 Dsgnr KK - Project Desc ?> 7Project Notes ^ <— Printed 17FEB2009 922AM •X.':' t;.-"- File H \bttle & Assbciates\Henry's\Henry's Carisbad\hanry's; carlsbad ec6 b llsy.. ?¥?%<.;£fe-- •• ^il . , **,%'.'.?•.'$$ • ••". ENERCALC, INC 19^2008, Ver 6021 1| 1« ; , •'•.; 5 License Owner : KSP CONSULTING ENGINEERS Code Ref 2006 IBC, AISC Manual 13th Edition Overall Column Height 150ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis Unbraced Length for X-X Axis buckling = 15ft, K = 1 0 Y-Y (depth) axis Unbraced Length for Y-Y Axis buckling = 15 ft, K = 1 0 Service loads entered Load Factors will be applied for calculations 1 Maximum SERVICE Load Reactions Top along X-X 00k ft Bottom along X-X 00k Top along Y-Y 00k k Bottom along Y-Y 00kk . . Maximum SERVICE Load Deflections kft Along Y-Y 00 in at 00ft above base for load combination k-ft Along X-X 00 in at 00ft above base for load combination 1 ft kk Maximum Axial +• Bending Stress Ratios Maximum Shear Ratios • Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+Lr-fH 0 778 PASS Maximum Reactions -Unfactored I X-X Axis Reaction Load Combination @ Base @ Top DOnly LrOnly • Maximum Deflections for Load Combinations'- Unfactored Loads Load Combination Max X-X Deflection Distance DOnly 00000 in 0000ft LrOnly 00000 in 0000ft 1 Steel Section Properties . HSS4X4X1/4 • 1 1 1 0 00 ft 0 000 PASS 0 00 ft Note Only non-zero reactions are listed Y-Y Axis Reaction @ Base @ Top - '7 Max Y-Y Deflection Distance 0 000 in 0 000 ft 0000 in 0000ft I I I I I |^H I I I I I I I ( I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 17FEB2009 922AM( 1 ,. Steel Column^ "ifj:: "•T~"f , "s '• . .'j. • ,. ;;> f^-!- •..V ~i f. : • Lie; # : KW-06004683:- «?M'l'* *:'* '1; •'>.; -wa.-r*- •:•;«>• -. --• • : ' -;.'"/.• • • • ".-• - - '. • ^ • . . ^^^^^^^•^••••^••BDescription Steel Section Depth Web Thick Flange Width Flange Thick Area Weight Ym C-2 Steel Column Properties = = = = = = HSS4X4X1/4 4000 in 0000 in 4000 in 0250 in 3370 mA2 12181 plf n nnn m ^i^^^^^^MIM^iHHHMMI^^VMIVHMNM* Ixx Sxx Rxx = lyy Syy Ryy 7 80 mM 3 90 mA3 1 520 in 7 800 mM 3900 mA3 1 520 in File H \Uttle &Associates\Henry's\Henry's-Caflsbad\hafiry's-'caiisbadec6 " k , ENERCALC, INC 1983-2008, Ver 6 021, j License Owner : KSP CONSULTING ENGINEERS J = 12800mA4 i Loads are total entered value Arrows do not reflect absolute direction I I I I I I I I I I I I I I I I I I I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949)380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 17FEB2009 920AH <3faaRaca Plata nacinrtoieei pase naie uesign Lie.1 # : KW-06004683 Description Base Plate For HSS 4x4x1 /4 General Information Fife HlLiftleS.Associates>Henrys\Henry's "Carisba*hanfy's-carfsbaclec6 : ;-, ^g; .^u **- ENERCALC INC- 1983-2008. ver so 21 License Owner : KSR CONSULTING ENGINEERS Calculations per 13th AISC & AISC Design Guide No 1,1990 by DeWolf & Ricker Material Properties AISC Design Method Allowable Stress Design Steel Plate Fy Concrete Support fc = Assumed Bearing Area Full Bearing 36 0 ksi 30 ksi ASIF Allowable Stress Increase Factor ABIF Allowable Bearing Increase Factor n c ASD Safety Factor Allowable Bearing Fp per J8 Column & Plate Column Properties Steel Section HSS4X4X1/4 Depth 4 m Width 4 in Flange Thickness 0 233 m Web Thickness 0 in Plate Dimensions N Length 110m B Width 11 0 in Thickness 0 750 in Column assumed welded to base plate Area Ixx lyy 3 37 inA2 7 8 mM 7 8 mM Support Dimensions Support width along "X" 120 m Length along "Z1 120 in Applied Loads D Dead Load L Live Lr Roof Live Snow Wind Earthquake Lateral Earth P-Y 2210k 00k 560k 00k 00k 00k 00k v-z 00k 00k 00k 00k 00k 00k 00k M-X OOk-ft 00 k-ft OOk-ft OOk-ft 00 k-ft 00 k-ft OOk-ft " P" = Gravity load,"+" sign is downward "•*•• Moments create higher soil pressure at +Z edge "+• Shears push plate towards +Z edge Anchor Bolts Anchor Bolt or Rod Descnption Max of Tension or Pullout Capacity Shear Capacity Edge distance bolt to plate Number of Bolts in each Row Number of Bolt Rows 3/4" 550 550 150 20 10 -^§= I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job# 28562 3 Printed 17 FEE 2009 920AM Steel Base Pjate Design Lie. # : KW-06004683 ! Descnption Base Plate For HSS 4x4x1/4 GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Governing Load Combination Governing Load Case Type Design Plate Size Pa Axial Load Ma Moment Allowable Stress Design 40-H.r+H Axial Load Only 11" x 11" x 0-3/4" 27700k 0 000 k-ft fv Actual Fv Allowable =060*Fy/15 (perG2) Stress Ratio OOOOksi OOOOksi 0000 Shear Stress OK File H \bttle & Associates\Heni/s\Henry1s - Carlsbatfihanry's- cartsbad ec6 fevfas: fr.^.^.. «;a. I ENERCALC, INC 1983-2008, Ver 6021 ^License Owner : KSP CONSULTING ENGINEERS Mu Max Moment fb Max Bending Stress Fb Allowable Fy'ASIF/Omega Stress Ratio 1 483 k-m 10 549 ksi 21 557 ksi 0489 Bending Stress OK fu Max Plate Beanng Stress 0 229 ksi Fp Allowable 1666 ksi mm( 0 85*fc*sqrt(A2/A1), 1 7*fc)*0me Stress Ratio 0137 Bearing Stress OK Load Comb : +D+Lr+H Loading Pa Axial Load 27700k Design Plate Height 11000in Design Plate Width 11000m Will be different from entry if partial bearing used A1 Plate Area 121000m*2 A2 Support Area 144000,nA2 V A2/A1 1 091 Distance for Moment Calculation " m" 3 600 in ' n" 3 600 in X 0000in»2 Lambda 0 000 n' 1 010 in n' * Lambda 0 000 in L = max(m, n, n") 3 600 in Axial Load Only, No Moment Beanng Stresses Fp Allowable fa Max Beanng Pressu Stress Ratio Plate Bending Stresses Mmax = Fu*LA2/2 fb Actual Fb Allowable Stress Ratio Shear Stress fv Actual Fv Allowable Stress Ratio 1666 ksi 0 229 ksi 0137 1 483 k-m 10 549 ksi 21 557 ksi 0489 0 000 ksi 0 000 ksi 0000 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 Printed 17FEB2009 916AM I I I I ( General Footing Design |Vf*n?BHn^9i^H Descnption F-2 Pad Footing General Information Material Properties fc Concrete 28 day strength = 30 ksi Fy Rebar Yield = 600 ksi EC Concrete Elastic Modulus = 3,1220 ksi Concrete Density = 1450 pcf O Values Flexure = 0 90 Shear = 0 850 Analysis Settings Mm Steel % Bending Remf = 00140 Mm Allow % Temp Remf = 00180 Mm Overturning Safety Factor = 1 50 1 Mm Overturning Safety Factor = 1 50 1 AutoCalc Footing Weight as DL Yes AutoCalc Pedestal Weight as DL No Dimensions ; Width along X-X Axis Length along Z-Z Axi Footing Thicknes Pedestal dimensions px Alo pz Alo, Height Reinforcing Bars along X-X Axu Number of Bars Reinforcing Bar Size Bars along Z-Z Axis Number of Bars = 60 Reinforcing Bar Sia = #5 Bandwidth Distribution Check (AC115442) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a Applied Loads , File H \Little &Asscciates\Henfy'slHenry's'Carisbadftamy's-ca/febadecS . •"**" ~f.l,. ENERCALC?INC 1983-2008 Ver6021 ' ; License Owner : KSP CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff Increases based on footing Depth Reference Depth below Surface Allow Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow Pressure Increase per foot of width when footing is wider than 1 50 ksfNo 250 0 pcf030 ft ksf ft ksf ft KAxis = 550ft ZAxi = 550ft iq - 140 in'° = '^ u in ffset from footing center -X Axis = 0 m •Z Axis = 0 in sions „ -XAxis = in T!> •Z Axis I in in e to Edge of Concrete footing = 3 0 in ! Axis ar? ~ 60 ; >i Y: y/ , - . • - V ' :.- •"- ** " ••* /'""•> ' -•J,¥*-,. •'!;, ;; '• 1 ',,' ">'.' f ','• 5 • '. ) - ',- . ,,:'•; i '/ „ -" 1 . '«. -'. r;'i": <,,!••!:: • ' '.£ ^ m Q. <B H^1 H Lr W P Column Load OB Overburden M-xx M-zz V-x V-z 2210 560 k ksf k-ft k-ft k k I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 1/FEB2009 916AM General Footing Design ZH31HHH Descnption F-2 Pad Footing Flle H\Uttle&Associates\Henry's\Henry's-Carlsbad\hanry'sJcai1sl>adec6 <•' ,^i . ""•"••' ''ENERCALC, INC 1983-2008, Ver 6021" License Owner: KSP CONSULTING ENGINEERS DESIGN SUMMARY Mm Ratio PASS 072325 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 026489 PASS 0 26489 PASS 026489 PASS 0 26489 PASS 0 17495 PASS 0 17495 PASS 0 17495 PASS 0 17495 PASS 038181 Detailed Results ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^H Design OK •Item Soil Bearing Overturning - X-X Overturning - Z-Z Sliding -X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2-way Punching Applied 1 0849 ksf OOk-ft OOk-ft 00k 00k 00k 4 4342 k-ft 4 4342 k-ft 4 4342 k-ft 4 4342 k-ft 162902psi 162902psi 162902psi 162902psi 71 1034 psi Capacity 1 50 ksf OOk-ft OOk-ft 00k 00k 00k 16 740 k-ft 16 740 k-ft 16 740 k-ft 16 740 k-ft 931128psi 931128psi 931128psi 931128psi 186226psi Governing Load Combination +0+Lr+H No Overturning No Overturning No Sliding No Sliding No Uplift +1 20D+1 60Lr-^ 50L +120D+160Lr-K)50L +1 20D+1 60UHO 50L +1 20D+1 60Lr-K) 50L +1 20D+1 60Lr-K) 50L +120D+160Lr-K)50L +1 20D+1 60Lr+0 50L +1 20D+1 60Lr-K) 50L +120Di-160Lr+050L Soil Bearing Rotation Axis & Load Combination Y Y j-TI-J r J-lA-A ^\j M_I TI i Z-Z,+CM_HH ; Overturning Stability Actual Soil Bearing Stress Actual / Allowable Gross Allowable 1 50 ksf 150 ksf Xecc Zecc n/a 0 0 in 0 0 in n/a +Z +Z 1 0849 ksf 1 0849 ksf n/a ksf n/a ksf -X -X n/a ksf n/a ksf 1 0849 ksf 1 0849 ksf Ratio 0723 0723 Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability _ Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination X-X +1 20D+1 60Lr-K) 50L X-X +1 20D+1 60Lr-K) 50L Z-Z +1 20D+1 60Lr+0 50L Z-Z+120D+160LM350L One Way Shear Load Combination IMu 44342k-ft 44342k-ft 44342k-ft 4 4342 k-ft Vu@-X Which Tension @ BotSide ? or Top ? As Req'd Gvrn As +Z Bottom 01201m2/ft Calc'd Bendma -Z Bottom 0 1201 m2/ft Calc'd Bendma -X Bottom 01201m2/ft Calc'd Bendma +X Bottom 01201m2/ft Calc'd Bendma Vu@+X Vu@-Z Vu@+Z VuMax Actual As 03382m2/ft 03382m2/ft 03382m2/ft 0 3382 mm PhiVn Phi'Mn 16 740 k-ft 16 740 k-ft 16 740 k-ft 16 740 k-ft Phi*Vn/Vu Status OK OK OK OK Status +120D+160Lr-K)50L Punching Shear 162902DSI 162902DSI 162902osi 162902osi 162902osi 931128osi 017495 OK Load Combination Vu Phi'Vn Vu/Phi*Vn Status +120D+160Lr-t050L 71 1034 DSI 186226DSI 038181 OK I I I I I Pr°JeCt HENRY'S - Carlsbad Prepared By KK Date 2/20/2009 Subject Anchor Bolt Design Checked By Sheet No Rev No ANCHORAGE RIGIDLY MECHANICAL COMPONENTS TO CONC SLAB PER ASCE/SEL7-05 SEISMIC FORCE Table 13 6-1 Seismic Coefficients for Mechanical and Electrical Components | Air-Side HVAC, fans, air handlers, air cond Units, Component amplification factor, ap = Component response modification factor, Rp = Height of point attachment with respect to the base, z = Height of roof, h = Importance factor, lp = Seismic factor, SDS = UNIT PROPERTY > 0 25 6 Equipment height, H Dist between outermost restraints along length, L1 Dist between outermost restraints along width, L2 Equipment Weight, W SEISMIC LOADS 133-2 Fp = 1 6*SDS*lp*Wp/1 4 (MAX) 13 3-1 Fp = (0 4*ap*SDs*lp/Rp)*(1 + (2*z/h))*Wp/1 4 133-3 Fp = 0 3*SDS*lp*Wp/1 4 (MIN) 13 4 2a Controlling Horizontal Sesmic Force, Fph 13 3 Vertical Sesmic Force Fp, = 0 2*SDs*Wp/1 4 SHEAR Total number of effective shear connection, Ns Vc = Fph / Ns Number of effective shear bolts per each conn, Nsb V = Vc / Nsb ASCE 7-05 Sec 13 4 2 a Vanchor = 1 3 * V TENSION TO = Max(Fpv*x1*Max(x2L2-x2)/L2/L1 Fpv*x2*Max(x1 L1-x1)/L1/L2) T1 = Fph*y*Max(x2 L2-x2)/L2/L1 (Side to Side motion) T2 = FphyMax(x1 L1-x1)/L1/L2 (Front to Back motion) Tsrss = T(H-(T1'>2+T2/V2)'V0 5 Tc = Max(0 Tsrss-0 9*Wp*Mm(x1 L1-x1)/L1*Mm(x2 L2-x2)/L2) Number of effective tension bolts per each conn , Ntb T = Tc/Ntb = ASCE 7-05 Sec 13 42 a Tanchor=1 3*T CONG SLAB 725 S- -j1 O 820 81.0 in 1440s in in lbs 5128 lbs 1335 lbs 962 lbs 1335 lbs 641 lbs §j- 4 conn 334 Ib/conn 1 bolt/conn 334 Ib/bolt 434 Ib/bolt 160 Ib/conn 252 Ib/conn 636 Ib/conn 844 Ib/conn 0 Ib/conn 1 bolt/conn 0 Ib/bolt 0 Ib/bolt y = 54 27 in X1 = 72 0 in x2 = 28 5 in Wp = 1 2 W = 5472 lbs 1 2-Account for vanation in max op wt & eccentricities L2 L1 PLAN "i L1 FRONT Cone Slab, fc Thick of Cone Slab, t, ANCHOR BOLT 3000 vjpsi 6 in HILTI KB-TZ (ICC ESR #1917) Vall= 6,313 Ib/bolt STRESS RATIO Interaction Equation (VanchorA/all)+(Tanchor/Tall) Tall =2,997 Ib/bolt t fi" Fph2 JL^5® ^Wp 007 <1 2 Anchor Bolt Diameter • 3/4" Dia x 3 3/4" Embed Type of Anchor Bolt HILTI KB-TZ (ICC ESR #1917) Mm 6" Thk Cone Slab, and Mm fc = 3000 psi KSP Consulting Engineers 25341 Commercentre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO DATE DATE www struware com Code Search I Code ASCE 7 - 05 II Occupancy Occupancy Group = III Type of Construction Fire Rating B Business Roof= Floor = IV Live Loads Root angle (B) OOhr OOhr 000/12 OOdeg Roof Oto200sf 20psf 200 to 600 sf 24-0 02Area, but not less than 12 psf over 600 sf 12 psf Floor Stairs & Exitways Balcony / Deck Mechanical Partitions N/A Opsf N/A N/A Wind Loads ASCE 7 - 05 Importance Factor Basic Wind speed Directionality (Kd) Mean Roof Ht (h) Parapet ht above grd Exposure Category Enclosure Classif Internal pressure Building length (L) Least width (B) Kh easel Kh case 2 1 00 85mph 085 200ft 80ft C Enclosed Building +/-0 18 1800ft 1600ft 0902 0902 Topographic Factor (Kzt) Topography Flat Hill Height (H) 80 0 ft Half Hill Length (Lh) 1000ft Actual H/Lh = 0 80 Use H/Lh = 0 50 Modified Lh = 1600ft From top of crest x= 50 0 ft Bldg up/down wind9 downwind H/Lh= 0 50 K, = x/Lh=031 K2 = z/Lh=013 K3 = At Mean Roof Ht Kzt = (l+K,K2K3)A2 = ESCARPMENT 0000 0792 1000 1000 2D RIDGE or 3D AXISYMMETRICAL HILL I I I I I I I I I I I I I I I I I ( I KSP Consulting Engineers 25341 Commercentre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO L.\ DATE DATE Wind Loads - cont Gust Effect Factor h = use this h B = Calculated /z = Use this /z 200ft 200ft 1600ft 150ft 150ft Rigid Structure /e =0201 = Mum C = -j, gv = Lz = Q =iz = G = 500ft 15 ft 020 34 427 1 ft 086 023 085 Flexible structure if natural frequency < 1 Hz (T > 1 second) However, rule of thumb if building is if h/B < 4 then rigid structure h/B = 0 13 Therefore, probably rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (n,) = 00 Hz Damping ratio (P) = /b = IOL = Vz = N,= Rn = Rh = RB = RL = gR = R = G = 0 065 015 71 8 000 0000 28282 28282 28282 0000 0000 0000 n = o ooo n = o ooo •n = o ooo h = 20 0 ft Enclosure Classification Test for Enclosed Building A building that does not qualify as open or partially enclosed Test for Open Building All walls are at least 80% open Ao > 0 8Ag Test for Partially Enclosed Building Input Ao Ag Aoi Agi Ao > 1 lAoi Ao>4'/001Ag Aoi/Agi < 020 Test YES NO NO Building is NOT Partially Enclosed Conditions to qualify as Partially Enclosed Building Must satisfy all of the following Ao>= 1 lAoi Ao > smaller of 4' or 0 01 Ag Aoi/Agi<= 020 Where Ao = the total area of openings in a wall that receives positive external pressure Ag = the gross area of that wall in which Ao is identified Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag Reduction Factor for large volume partially enclosed buildings (Ri). If the partially enclosed building contains a single room that is unpartitioned, the internal pressure coefficient may be multiplied by the reduction factor Ri Total area of all wall & roof openings (Aog) Unpartitioned internal volume (Vi) Ri = Osf Ocf 100 Altitude adjustment to constant 0 00256 : Altitude = 0 feet Constant = 0 00256 Average Air Density = 00765 Ibm/fV I I I I I I I I I I I I I I I I I ( I KSP Consulting Engineers 25341 Commercentre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO £-/ DATE DATE V Wind Loads - MWFRS h^60' (Low-rise Buildings) Enclosed/partially enclosed only 3 / Torsional loads are 25% of zones 1 -4 6 See code for loading diagram FEKFEHHKULAI. HOPJDCH Transverse Direction Kz = Kh = Base pressure (qh) = GCpi = Longitudinal Direction 090 (easel) 14 2 psf +/-0 18 Edge Strip (a) End Zone (2a) Zone 2 length = 80fl 160ft 500ft Surface 1 2 3 4 5 6 IE 2E 3E 4E Transverse Direction Longitudinal Direction Perpendicular 0=00 deg GCpf wAGCpi w/+GCpi 0 40 0 58 0 22 -069 -051 -087 -037 -019 -055 -0 29 -Oil -0 47 -0 45 -0 27 -0 63 -0 45 -0 27 -0 63 061 079 043 -1 07 -0 89 -1 25 -0 53 -0 35 -0 71 -0 43 -0 25 -0 61 Parallel 0 = 0 0 deg GCpf w/-GCpi w/+GCpi 0 40 0 58 0 22 -069 -051 -087 -037 -019 -055 -0 29 -Oil -0 47 -0 45 -0 27 -0 63 -0 45 -0 27 -0 63 061 079 043 -1 07 -0 89 -1 25 -053 -035 -071 -043 -025 -061 Wind Surface pressures (psf) 1 2 3 4 5 6 IE 2E 3E 4E 82 3 1 -72 -123 -27 -78 -16 -67 -38 -89 -38 -89 112 61 -126 -177 -50 -101 -35 -86 82 3 1 -72 -123 -27 -78 -16 -67 -38 -89 -38 -89 112 61 -126 -177 -50 -101 -35 -86 Windward roof overhangs Parapet Windward parapet Leeward parapet 9 6 psf (upward) add to windward roof pressure WINDWARDOVERHANG 'WINDWARD ROOF LEEWARD ROOF 20 0 psf -13 3 psf (GCpn = +1 5) (GCpn = -10) Horizontal MWFRS Simple Diaphragm Pressures fpsf> Transverse direction (normal to L) Interior Zone Wall 98 psf Roof -4 5 psf End Zone Wall 14 7 psf Roof -7 7 psf Longitudinal direction (parallel to L) Interior Zone Wall 98 psf End Zone Wall 14 7 psf LOWGmiDINAL ELEVATION I I I I I I I I I I I I I I I I I ( I KSP Consulting Engineers 25341 Commercentre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO DATE DATE Wind Loads - Components & Cladding Buildings h^SO' & Alternate design 60'<h<90' Kz = Kh (case 1) = 0 90 GCpi = +/-0 18 NOTE If tributary area is greater than Base pressure (qh) = 142psf a= 80ft 700sf, MWFRS pressure may be used Minimum parapet height at building perimeter = 3 0 ft Roof Angle = OOdeg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive Zone 1 Positive Zones 2 & 3 Overhang Zone 1&2 Overhang Zone 3 GCp +/- GC 10 sf -1 18 -198 -198 048 108 -170 -170 50 sf -1 11 -149 -149 041 097 -163 -163 pi 100 sf -108 -128 -128 038 092 -160 -160 Surface Pressure ( 10 sf -167psf -28 1 psf -28 1 psf 10 0 psf 15 3 psf -24 1 psf -24 1 psf 50 sf -15 7 psf -21 1 psf -21 1 psf 100 psf 13 7 psf -23 1 psf -23 1 psf psf) lOOsf -15 3 psf -18 1 psf -18 1 psf 100 psf 13 1 psf -22 7 psf -22 7 psf User input 20 sf -16 3 psf -25 1 psf -25 1 psf 100 psf 14 6 psf -23 7 psf -23 7 psf 70 sf -15 5 psf -19 7 psf -19 7 psf 10 0 psf 13 4 psf -22 9 psf -22 9 psf Negative zone 3 = zone 2, since parapet >= 3ft Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/- GCpi 10 sf -1 17 -144 108 lOOsf -101 -1 12 092 500 sf -090 -090 081 Surface Pressure (psf) 10 sf -16 6 psf -20 4 psf 15 3 psf 100 sf -14 3 psf -15 9 psf 13 1 psf 500 sf -12 8 psf -12 8 psf 1 1 5 psf User input 50 sf -150 psf -17 3 psf 13 7 psf 200 sf -13 7 psf -14 6 psf 12 4 psf Note GCp reduced by 10% due to roof angle <= 10 deg qp = 133 psf CASE A = pressure towards building CASE B = pressure away from building Rooftop Structures & Equipment Dist from mean roof height to centroid of Af= Height of equipment (he) = Solid Parapet Pressure CASE A Interior zone Corner zone CASE B Interior zone Corner zone 10 sf 36 0 psf 36 0 psf -25 2 psf -28 8 psf 100 sf 24 6 psf 24 6 psf -2 10 psf -22 5 psf 500 sf 23 1 psf 23 1 psf -180 psf -180 psf 100ft 150ft Gust Effect Factor (G) = Base pressure (qz) = SquareCross-Section Directionality (Kd) Width (D) Type of Surface N/A 090 100ft Square (wind along diagonal) Cf= 101 Af = 10 0 sf Adjustment Factor (Adj) = 1 90 F = qzGCfAf Adj= 26 6 Af F = 266 Ibs 085 18 2 Kd psf h/D = 150 Square (wind normal to face) Cf= 131 Af= lOOsf Adjustment Factor (Adj) = 1 900 F = q2GCfAf Adj= 34 5 Af F = 345 Ibs I I I I I I I I I I I I I I I I I ( I KSP Consulting Engineers 25341 Comma-centre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO DATE DATE a'Vg/ IVi* 0) **** I y?S-\ Location of Wind Pressure Zones 2a CO 03 6 < 7 degrees and Monoslope < 3 degrees 2a . a—\ r h---— 1 1 Monoslope roofs 10° < 9 < 30° —i i (D —ii Monoslope roofs 3°<e<10° t-rt— "735,.—t.f ^gv i xx _i_5^_ 0 > 7 degrees 9 > 7 degrees I II I I I I I I I I I I I I I I II I KSP Consulting Engineers 25341 Commercentre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO DATE DATE VI Seismic Loads ASCE 7- 05 Occupancy Category II Importance Factor (I) 1 00 Site Class D Ss(02sec)= 12100%g SI (10 sec) = 4590%g Fa = Fv = 1016 1541 Sms = Sml = 1229 0707 Sds = 0 820 Sdl = 0 472 Design Category = Design Category = D D Seismic Design Category = D Number of Stories 10 Structure Type Not applicable Horizontal Struct Irregularities No plan Irregularity Vertical Structural Irregularities No vertical Irregularity Flexible Diaphragms Yes Building System Bearing Wall Systems Seismic resisting system Special reinforced masonry shear walls System Building Height Limit 160 ft Actual Building Height (hn) = 20 0 ft See ASCE7 Section 12 2 5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 5 System Over-Strength Factor (Qo) = 2 Deflection Amplification Factor (Cd) = 35 Sds = 0 820 Sdl= 0472 Seismic Load Effect (E) = p QE +/- 0 2SDS D Special Seismic Load Effect (E) = fJo QE +/- 0 2SDS D = P QE +/- = 2 0 QE +/- 0164D 0164D p = redundancy coefficient QE = horizontal seismic force D = dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A only) Method Not Permitted Simplified Analysis Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef (CT)= 0020 Approx fundamental period (Ta) = CThnx = User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef (Cs) = SdsI/R = need not exceed Cs = Sdl I /RT = but not less than Cs = 0 044Sds = USE Cs = Model & Seismic Response Analysis ALLOWABLE STORY DRIFT x=0750 189 sec 0 sec 12 0164 0499 0036 0164 Design Base Shear V = 0 164W "j - Permitted (see code for procedure) Cu= 140 Tmax = CuTa= 0265 UseT= 0189 Structure Type All other structures Allowable story drift = 0 020hsx where hsx is the story height below level x I I I I I I I I I I I I I I I I I ( I KSP Consulting Engineers 25341 Commercentre Dr, Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE HENRY'S - Carlsbad JOB NO 28562 CALCULATED BY CHECKED BY SHEET NO DATE DATE VI Seismic Loads - cont CONNECTIONS Force to connect smaller portions of structure to remainder of structure Seismic Design Category (SDC)= D p = 0133SDSwp = or Fp = 05wp = Oil WB 0 05 wp Use Fp = 0 11 wp \vp = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member FP = no less than 0 05 times dead plus live load vertical reaction Anchorage of Concrete or Masonry Walls to elements providing lateral support Fp =0 SleSdsWw = 0 656 ww or Fp = 0 lww = 0 10 ww Use Fp = 0 66 ww but not less than 280 0 plf = 400SdsIe Connection force given is for flexible diaphragms (use architectural components for ndgid diaphrams) MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) 0 328 ww 0 10 ww Use Fp = 0 33 ww X Diaphragms (Sum Fi / Sum Wi)Wpx + Vpx Fp = 0 40IeSDSww = » = 0 Iw = Fp = (Sum Fi / Sum Wi)Wpx + Vpx = need not exceed 0 4 SdsIeWpx + Vpx = but not less than 0 2 SdsIeWpx + Vpx = 0 164 Wpx + Vpx ^ ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass) Importance Factor (Ip) 1 0 25 h= 20 0 feet 25 z= 50 0 feet z/h = 1 00 0 983 Wp 1311 Wp 0 246 Wp use Fp = 0 983 Wp Component Amplification Factor (ap) = Comp Response Modification Factor (Rp) = Fp = 0 4apSdsIpWp(l+2z/h)/Rp = not greater than Fp = 1 6SdsIpWp = but not less than Fp = 0 3SdsIpWp = MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D & Ip=l 0, therefore see ASCE7 Section 13 1 4 for exceptions Mech or Electrical Component General Electrical - Distribution systems (bus ducts, conduit, cable tray) Importance Factor (Ip) 1 0 25 h= 20 0 feet 5 z= 50 0 feet z/h = 1 00 Component Amplification Factor (ap) = Comp Response Modification Factor (Rp) = Fp = 0 4apSdsIpWp(l+2z/h)/Rp = 0 492 Wp not greater than Fp = 1 6SdsIpWp = 1 311 Wp but not less than Fp = 0 3 SdsIpWp = 0 246 Wp use Fp =0 492 Wp I I I I I I I I I I I I I I I I I ( I Project HENRY'S -Carlsbad Prepared By Date 02/17/09 Subject ROOF DIAPHRAGM DESIGN Checked By Job No 28562 Sheet No Rev No ROOF DIAPHRAGM DESIGN North - South Direction Between Grid Lines and WIND SEISMIC Gnd Line 1 Grid Line 3 (1210-1) (12101 1) (12101 1) Design Wind Pressure P = 20 0 psf IBC 2006 / ASCE 7-05 Section 1 1 4 Bearing Walls System Seismic Force Resisting System Special Reinf Masonry Shear Walls R = 50 IE = 10 Seismic Force Resisting System Special Steel Moment Frames R = 80 SDS = 0 820 Use R = 50 Fpx = ( Sds * 1 / R ) * Wpx = 0 164 * Wpx Fpx(mm) = 0 2 * Sds * I * Wpx = 0 164 * Wpx Fpx(max) = 0 4 * Sds * I * WjDXj=_a32S-*-Wj>x Use One Story Diaphragm Force Fpx = (0 164)/1 4 * Wpx= 0117* Wpx (Allowable Stress Design } Building Canopy / Loading Canopy 1 Canopy 2 Canopy 3 Canopy 4 Point Loads Length L= 64 33 ft Width B= 16000 ft Wall Weight (front), Ww1= 90 00 psf Wall Height (front), H W1 = 15 33 ft Roof Height (front, grid line 1), Hr1(L)= 1500 ft Roof Height (front, gnd line 3), Hr1 (R) = 1 5 00 ft w = 0 1 17 * [ DLr * B + DLp * Bp + Ww1 * Hw1 A2 / (2 w = 0 117 * [ DLr * B + DLp * Bp + Ww1 * Hw1A2 / (2 ' Dock / Tower Height Canopy 1, Hc1 = 0 00 ft Dead Load Canopy 1 , DLc1 = 0 00 psf Tnb Width Canopy 1, Bc1 = 0 00 ft Wall Dead Load, DLw1 = 0 00 psf Wall Height, Hw1 = 0 00 ft Height Canopy 2, Hc2= 0 00 ft Dead Load Canopy 2 DLc2 = 0 00 psf Tnb Width Canopy 2, Bc2 = 0 00 ft Wall Dead Load, DLw2 = 0 00 psf Wall Height, Hw2 = 0 00 ft Height Canopy 3, Hc3= 0 00 ft Dead Load Canopy 3, DLc3 = 0 00 psf Tnb Width Canopy 3, Bc3 = 0 00 ft Wall Dead Load, DLw3 = 0 00 psf Wall Height, Hw3 = 0 00 ft Height Canopy 4, Hc4 = 000 ft Dead Load Canopy 4, DLc4 = 0 00 psf Tnb Width Canopy 4, Bc4 = 0 00 ft Wall Dead Load, DLw4 = 0 00 psf Wall Height, Hw4 = 0 00 ft P1 = (01 17)* 000 kips P2= (01 17)* 000 kips P3= (01 17)* 000 kips P4= (01 17)* 000 kips Roof Dead Load, DLr = Partitions Dead Load, DLp = Tnb Width Partitions, Bp = Wall Weight (rear), W^ = Wall Height (rear), H^ = Roof Height (rear, grid line 1), Hr2(L) = Roof Height (rear, grid line 3), Hr2(R) = * Hr1 L) + Ww2 * Hw2A2 / (2 * Hr2L )] = 428 plf at ' Hr1 R) + Ww2 * Hw2A2 / (2 * Hr2R )] = 428 plf at 64 w1 =0 117*(DLr1*Bc1+DLw1*Hw1)*Hc1/HM = from 0 00 ft to w2 = 0 117*(DLr2*Bc2+DLw2*Hw2)*Hc2/Hr2 = from 0 00 ft to w3 = 0 117*(DLr3*Bc3+DLw3*Hw3)*Hc3/Hr3 = from 000 ft to W4 = 0 117*(DLr4*Bc4+DLw4*Hw4)*Hc4/Hr4 = from 000 ft to at 000ft P5 = (01 17)* 000 kips at 000 at 000ft P6 = (01 17)* 000 kips at 000 at 000ft P7 = (01 17)* 000 kips at 000 at 000ft P8 = (01 17)* 000 kips at 000 14 psf 0 psf 000 ft 9000 psf 1533 ft 1500 ft 1500 ft 0 ft 33 ft 0 plf 000 ft 0 plf 000 ft 0 plf 000 ft 0 plf 000 ft ft ft ft ft Project HENRY'S - Carlsbad Prepared By Subject ROOF DIAPHRAGM DESIGN Checked By Job I Sheet No H \ 0 Date 02/17/09 Rev No I I I I I I I I I I I I Grid Line |_ 1 A Diaphragm Shear Wind Seismic Seismic Governs Base Shear Seismic Governs Rw = Rs = Vs = Rs = Rs = Vs = 1 6 * Mw max = 1 4 * Ms max = L = 64 33 ' w 504 kips (ASD) 1375 kips (ASD) 86 plf (ASD)—~>'%^ 1375 kips (ASD) 1925 kips (Strength Design) 120 plf (Strength Design) 130 k-ft 310 k-ft at x = at x = Point x, ft = MX, k-ft = Chord Force, kips T = MX / B = 1 2500 294 1 84 (Seismic) CONTINUOUS CHORD DESIGN Max Chord Force Tmax = Mmax / B = Area of steel required As = T / (0 9 * 60) = Area of steel required As = T/(09*36) = B = 160 00 ' -L Grid Line 3 Rw= 504 kips (ASD) Rs= 1375 kips (ASD) Vs= 86 plf (ASD) RS-^_4375__kiRS (ASD) £RS= 1925 kips~XStrength Design) ^Vs^ "—T59' plr (Strength Design) 3217 ft Strength Design 3217 ft Strength Design 0 00 0 00 0 0 0 00 0 00 Strength Design 1 94 kips Strength Design 0 04 mA2 Chord reinforcement 0 06 mA2 Continuous ledger I I I I I I I I I I I I I I I I I ( I Project HENRY'S - Carlsbad Prepared By Date 02/17/09 Subject ROOF DIAPHRAGM DESIGN Checked By Job No 28562 Sheet No Rev No ROOF DIAPHRAGM DESIGN North - South Direction Between Grid Lines and WIND SEISMIC Gnd Line 6 Gnd Line 3 (1210-1) (12101 1) (12101 1) Design Wind Pressure P = 20 0 psf IBC 2006 / ASCE 7-05 Section 1 1 4 Seismic Force Resisting System Seismic Force Resisting System Fpx = Fpx(min) Fpx(max) Bearing Walls System Special Remf Masonry Shear Walls R = 50 IE = 1 0 Special Steel Moment Frames R = 80 SDS= 0812 Use R= 50 = ( Sds * I / R ) * Wpx = 0 162 * Wpx = 0 2 * Sds * I * Wpx = 0 162 * Wpx = 0 4 * Sds * I * Wpx.=...a325J.Wpx Fpx= 0162* Wpx/ One Story Diaphragm Force Fpx = (0 16"2f/1 4* Wpx = " "vy MSbx (Allowable Stress Design ) Building Length L= 11533 ft Width B= 16000 ft Wall Weight (front), Ww1 = 90 00 psf Wall Height (front), H W1 = 23 33 ft Roof Height (front, grid line 3), Hr1 (L) = 1 7 50 ft Roof Height (front, gnd line 6), Hr1 (R) = 22 75 ft w = 0 1 16 * [ DLr * B + DLp * Bp + Ww1 * Hw1*2 / (2 w = 0 116*[DLr*B + DLp*Bp + Ww1 *Hw1A2/(2' Roof Dead Load, DLr = Partitions Dead Load, DLp = Tnb Width Partitions, Bp = Wall Weight (rear), W^ = Wall Height (rear), H^ = Roof Height (rear, grid line 3), Hr2(L) = Roof Height (rear, grid line 6), Hr2(R) = * Hr1 L) + Ww2 * Hw2A2 / (2 * Hr2L )] = 605 ' Hr1 R) + Ww2 * Hw2A2 / (2 * Hr2R )] = 547 14 psf : 0 psf 000 ft 9000 psf 2333 ft 1550 ft 1750 ft plf at 0 ft plfat11533 ft Canopy / Loading Dock / Tower Canopy 1 Canopy 2 Canopy 3 Canopy 4 Point Loads Height Canopy 1, Hc1 = 1533 ft Dead Load Canopy 1, DLc1 = 2000 psf Tnb Width Canopy 1, Bc1 = 10 00 ft Wall Dead Load, DLw1 = 0 00 psf ' Wall Height, Hw1 = 15 33 ft Height Canopy 2, Hc2= 000 ft Dead Load Canopy 2, DLc2 = 0 00 psf Tnb Width Canopy 2, Bc2 = 0 00 ft Wall Dead Load, DLw2 = 0 00 psf Wall Height, Hw2 = 0 00 ft Height Canopy 3, Hc3 = 000 ft Dead Load Canopy 3, DLc3 = 0 00 psf Tnb Width Canopy 3, Bc3 = 0 00 ft Wall Dead Load, DLw3 = 0 00 psf Wall Height, Hw3 = 0 00 ft Height Canopy 4, Hc4 = 000 ft Dead Load Canopy 4, DLc4 = 0 00 psf Tnb Width Canopy 4, Bc4 = 0 00 ft Wall Dead Load, DLw4 = 0 00 psf Wall Height, Hw4 = 0 00 ft P1 = (01 16)* 000 kips P2= (01 16)* 000 kips P3= (01 16)* 000 kips P4= (01 16)* 000 kips w1 = 0 116*(DLr1*Bc1+DLw1*Hw1)*Hc1/Hr1 = from 0 00 ft to w2 = 0 1 16*(DLr2*Bc2+DLw2*Hw2)*Hc2/Hr2 = from 000 ft to w3 = 0 1 16*(DLr3*Bc3+DLw3*Hw3)*Hc3/Hr3 = from 000 ft to w4 = 0 116*(DLr4*Bc4+DLw4*Hw4)*Hc4/Hr4 = from 0 00 ft to at 000 ft P5 = (0116)* 000 kips at 000 ft P6 = (0116)*000 kips at 000 ft P7 = (0116)* 000 kips at 000 ft P8 = (0116)* 000 kips 20 plf 11000 ft 0 plf 000 ft 0 plf 000 ft 0 plf 000 ft at 0 00 ft at 0 00 ft at 0 00 ft at 000 ft • ,••••••••• 1 K.S P.Consulting Engineers 1 1 1 1 1 1 J • Grid Line 3 ^ • Diaphragm Shear Wind Seismic • Seismic Governs Base Shear Seismic Governs Project HENRY'S - Carlsbad Prepared By 0 Date 02/17/09 Subject ROOF DIAPHRAGM DESIGN Checked By Job No 28562 Sheet No ... Rev No \ 6 = 16000' \ jx ' L=11533' ' ^ w _ . . Grid Line \ A 6 Rw= 2025 kips (ASD) Rw= 2025 kips (ASD) Rs= 3496 kips (ASD) Rs = 3374 kips (ASD) Vs= 219 plf (ASD) > 7^C \ - 7,?JI1^ e" Vs= 211 plf (ASD) RS^__33J!4^-J<IP4(AJ2P^^-— ^^_^ Rs= 3374 kips (ASD) CRS= 47 23 kips (Strength Desjgn£) Rs = 47 23 kips (Strength Design) Vs-= ^-295^— plf 7Slrength"Design) Vs = 295 pit (Strength Design) 1 6 * Mw max = 988 k-ft at x = 57 66 ft Strength Design • 14*Msmax= 1431 k-ft at x = 58 47 ft Strength Design ' Point 1 2 3 x, ft= 2500 000 000 1 MX, k-ft = 962 0 0 Chord Force, kips T = MX / B = 6 01 0 00 0 00 Strength Design (Seismic) CONTINUOUS CHORD DESIGN • Max Chord Force Tmax = Mmax / B = 8 94 kips Strength Design Area of steel required As = T/(09*60)= 017 inA2 Chord reinforcement • Area of steel required As = T / ( 0 9 * 36 ) = 0 28 mA2 Continuous ledger 1 1 ETABS KSP Consulting 84,5 L L I.WT5X55 W18X55 W18X55 5AWCAT / CNJ T 3 A CNJro X IS k > X J p> Vf CNJ X IS \ /] CNJro X 12 \ A BASt \ ETABS v916 - File SMF-LINE3 - February 17,2009 940 Elevation View-3 Point Loads (E) - Kip-in Units ETABS KSP Consulting t Sect i' / o ASE ETABS v9 16 - File SMF-LINE3 - February 10,2009 1410 Elevation View-3 Deformed Shape (E) - Kip-in Units I I II I I I I I I I I I I I I I II I K.S.P.Consulting Engineers Project HENRY'S - Carlsbad Prepared By KK Date 2/17/2009 Subject SMF - Beam Design Checked By Job No 28562 Sheet No Rev No Special Moment Frame- Beam Design Beam Size W18X55 AISC 358 Chapter 5 1-Beam Design: Design Load Combinations bf 753 in tf 063 in d 181 in tw 039 in Beam Des gn Properties W 55 plf Reduced beam section a b c R ons — > 475m 135m 1 5 in 1594m geometry 0 5bf < a < 0 75bf 0 65d < b < 0 85d 01bf <c<0 25bf R = (4c2+ b2)/ 8c 1 2D+ 1 6L 1 2D + f1 L + E 09D-E ry 1 67 in Zx E Span 112 29000 2000 in A3 ksi ft Fy 50 ksi Ry 1 1 - £ COL . sh £ HINGE: bfC(. sz for fl^ngo-. 9 tmpactness \ „ / e part 5a \ J 1 B-Xf-r-— / ^= J *-*jTl 1f \ ^ 1 | center 2/3 i--— . a b Figure 3-8 RBS geometry O' ij - Design forces Mu = Vu= 297 42 k-ft k-ft Design for flexure per AISC manual Chapter F 2 , check shear per section G (see attached) 2-Width/Thickness Ratio Using reduced flange size AISC 358, 5 3 1 3-Beam Size Limitation Seismic manual. Table 1-8-1 bf = c - R + V (R2+ X2) , x = b / 3 —» bf = 6 68 in bf/2tf= 530 h/tw= 43 18 d= 1810 m<W36 O.K w = 55 plf < SOOplf O.K 4-Beam Lateral bracing Max Brace Spacing Lb=(0 086 ry E)/ Fy = Design axial force Pbr = 0 06(Mu / ho)= < 03V(E/Fy)= 722 OK. < 245V(E/Fy)= 5900 OK. tf= 063 m<1 75 in Span/Depth = 1326 > 7 AISC 358. 531 OK OK 69 ft 21 2 kips Seismic Manual section 9 8 Choose brace spacing Lb = 68 ft Mu=RyZ Fy = ho=d-tf = 6160 k-ft 1747 in Lbr - 68 ft —> Design Brace for axial load per AISC manual chapter E (see attached) Check Mm required brace stiffness AISC manual A-6-8 and Seismic manual section 9 8 brace stiff K = (Ag E/L) Cos 0 A2 1097 k/m Brace Angel 9= 17 1 deg Ag = 3 38 mA2 Mm required brace stiffness p = 10 MuCd/(j)Lb ho Cd=20 for single curv bending <j> = 075 P= 1161 <K= 1097 K/m OK I I I I I I I I I I I I I I I I I ( I ETABS Steel Design Engineer^ Project Subject AISC360-05/IBC2006 STEEL SECTION CHECK Level. SAWCAT Section W18X55" Units Kip-ft (Summary for Combo and Station) Element B2 Combo- DSTLS3 ^20 000 Element Type Special Moment Frame Classification Seismic Provision LRFD Analysis- Direct Analysis AlphaPr/Py=0 055 AlphaPr/Pe=0 012 Ignore Seismic Code'' No 2nd Order- General 2nd Order Tau_b=l 000 El factor=0 800 Ignore Special EQ Load7 No Reduction- Tau-b Fixed EA factor=0 800 D/P Plug Welded' Yes SDC D R=5.000 PhiB=0 900 PhiS=0 900 A=0 113 J=8 005E-05 E=4176000 000 RLLF=1 000 D/C Ratio 1=1 000 OmegaO=2.000 PhiC=0 900 PhiS-Rl=l 000 133=0 043 122=0 002 fy=7200 000 SRLimit=0 950 Rho=l 000 Cd=5.000 PhiTY=0 900 PhiST=0 900 r33=0 618 r22=0 139 Ry=l 100 Sds=0 820 PhlTF=0 750 333=0 057 S22=0 007 z33=0 065 z22=0 Oil Av3=0 055 Av2=0 049 Cw=0 165 0 568 = 0 051 + 0 518 + 0 000 = (1/2)(Pr/Pc) + (Mr33/Mc33)+ (Mr22/Mc22) STRESS CHECK FORCES & MOMENTS (Combo DSTLS3) Location Pu Mu33 Mu22 19 388 -44 231 -217 380 0 000 AXIAL FORCE & BIAXIAL MOMENT DESIGN (HI 3a,Hl-lb) Factor L Kl K2 Major Bending 0 939 1 000 1 000 Minor Bending 0 250 1 000 1.000 Vu2 35 546 Bl 1 000 1 000 Vu3 0 000 B2 1 000 .1 000 Tu 0 000 Cm 1 000 1 000 LTB Axial Force Major Bending Minor Bending SHEAR DESIGN Major Shear Minor Shear Lltb 0 939 Pu Force 44 231 Mu Moment 217 380 0 000 Vu Force 35 546 0.000 Kltb 1 000 phi*Enc Capacity 435 098 phi*Mn Capacity 420 000 69 375 phi*Vn Capacity 211 770 256.171 Cb 2 289 phi*Pnt Capacity 729 000 END REACTION MAJOR SHEAR FORCES Left End Load Reaction Combo 78 363 DSTLS6 Stress Ratio 0 168 0.000 Right End Reaction 78.344 Load Combo DSTLS6 ETABS v9 1 6 - File SMF-LINE 3 - Kip-ft Units February 17,2009 943 I I II I I I I I I I I I I I I I I ( I K.S.P.Consulting Engineers Project HENRY'S - Carlsbad Prepared By KK Date 2/17/2009 Subject SMF - Column Design Checked By Job No 28562 Sheet No Rev No Special Moment Frame- Column Design Column Size W14X132 Column Design Properties bf 147 in tf 1 03 in d 147 in tw 0645 in A 388 mA3 H 1500 ft E 29000 ksi Fy 50 ksi Ry 1 1 - 1-Column Design: Design Load Combinations • Seismic Manual, 8 3 1 2D+ 1 6L 1 2D + f1 L + E 09D-E Use Amplified load comb when Pu/(OPn) >04 1 2D+ 1 6L 1 2D + f1 L + Em 0 9D - Em Mu = 353 k-ft Design Axial load Pu= 58 Kips -> Find K from alignment chart Lunbr= 15 ft Design Moment G=(Xlc/l_c)/(£lb/Lb) Design per AISC manual Chapter H as beam-column, check shear per section G(attached) 2-Width/Thickness Ratio AISC 341. Table 1-8-1 bf/2tf =714 0 3 V(E/Fy) = 7 22 OK h/tw= 2279 < 3 14(1-1 54Ca)V(E/Fy)= 71 75 O K (Ca = Pu / (0 9 Fy Ag)= 0 033219 ) ETABS Steel Design (_ Engineer^ Project Subject /)(fS AISC360-05/IBC2006 ST-EEITSECTION^CHECK fo Units Kip-ft (Summary for Combo and Station) Level, SAWCAT /Section W14X132 Element C2 Loc!—J-3_.ji9_2^. ' Element Type Special Moment Frame Combo DSTLS3 L 15 000 Classification Seismic Provision LRFD Analysis* Direct Analysis AlphaPr/Py=0 029 AlphaPr/Pe=0 009 Ignore Seismic Code'' No 2nd Order- General 2nd Order Tau_b=l 000 El factor=0 800 Ignore Special EQ Load7 No SDC D R=5.000 PhiB=0 900 PhiS=0 900 A=0 269 J=5 932E-04 E=4176000 000 RLLF=1 000 D/C Ratio C 1=1 000 OmegaO=2.000 PhiC=0 900 PhiS-Rl=l 000 133=0 074 122=0 026 fy=7200 000 SRLimit=0 950 Rho=l 000 Cd=5.000 PhiTY=0 900 PhiST=0 900 r33=0 523 r22=0 313 Ry=l 100 Sds=0 820 PhlTF=0.750 S33=0 120 S22=0 043 z33=0 135 z22=0 065 420 = 0 018 + 0 401 + 0 000 = (1/2)(Pr/Pc) + (Mr33/Mc33) + (Mr22/Mc22) STRESS CHECK FORCES & MOMENTS Location Pu 13 492 -55 555 (Combo DSTLS3) Mu33 -352 133 Mu22 0 000 AXIAL FORCE & BIAXIAL MOMENT DESIGN (HI 3a,Hl-lb) Factor L Kl K2 Major Bending 0 899 1 000 1 000 Minor Bending 0 899 1 000 1.000 Vu2 26 100 Bl 1 000 1 000 LTB Axial Force Major Bending Minor Bending SHEAR DESIGN Major Shear Minor Shear JOINT DESIGN Lltb Kltb Cb 0 899 1 000 1 551 Pu phi*Pnc phi*Pnt Force Capacity Capacity 55 555 1524 448 1746 000 Mu phi*Mn Moment Capacity 352 133 877 500 0 000 423 750 Vu phi*Vn Stress Force Capacity Ratio 26 100 284 445 0 092 0.000 817.614 0.000 Continuity Load Doubler Plate Area Combo Thickness 0 000 DSTLS6 0 060 BEAM/COLUMN CAPACITY RATIOS Major Load Minor Ratio Combo Ratio 0 000 DSTLS3 0 000 Load Combo DSTLS4 Load Combo DSTLS6 Production- Tau-b Fixed EA factor=0 800 D/P Plug Welded' Yes Av3=0 175 Av2=0 066 Cw=l 235 Vu3 0 000 B2 1 000 1 000 Tu 0 000 Cm 0 600 1 000 ETABS v9 1 6 - File SMF-LINE 3 - Kip-ft Units February 17,2009 943 I I I I I I I I I I I I I I I I II I K.S.P.Consulting Engineers Project HENRY'S - Carlsbad Prepared By KK Date 2/17/2009 Subject SMF - Connection Design Checked By Job No 28562 Sheet No V i f Rev No Special Moment Frame- Connection Design Beam Size I W18X55 Beam Design Properties bf 753 in tfb 063 in db 181 in tw 039 in W 55 plf ry 167 in Zx 112 mA3 L 2000 ft E 29000 ksi Fy 50 ksi Fu 65 ksi Ry 1 1 - Column Size W14X132 Column Design Properties bf 147 in tf 1 03 in dc 147 in tw 0645 in A 388 in3 k 163 in k1 1 5625 in Zx 234 mA3 H 1500 ft E 29000 ksi Fy 50 ksi Ry 1 1 - 1-Reduced beam section properties AISC 358 Chapter 5 a b c R Sh L 475 135 1 5 159 189 169 in in in in in ft 05bf<a<075bf 0 65d < b < 0 85d 01bf<c<025bf R = (4c2+ b2)/ 8c Sh = dc/2 + a + b/2 L = L -2 Sh AISC 358- 584 Plastic section modulus at reduced beam section Ze = Zx - 2c tfb(db-tfb)= 79 0 in3 2- Design Forces AISC 358- 5 8-5 Probable Max moment & shear at reduced beam section £ HINGE Figure 3-8 RBS geometry *L jf J Mpr=CprRyFyZe = 4996 k-m Cpr=(Fy+Fu)/2Fy= 1 15 Vpr=2Mpr/L'= 49 kip drift angte 0 Shear force at the center of each RBS Wdead= 1000 plf -+ Vo=Wo L12= 8 kip Whve= 640 plf -»• VL=WL L12= 5 kip Probable maximum moment at the face of the column (Mf)i = Mpr + (VRBS)1 (a+ b/2) = 5711 kip-in (Mf)2 = -MPr+ (VRBS)2 (a+ b/2) = -5416 21 kip-m (VRBS)1 =1 2VD+0 5 Vi_+VPr= 62 kip (VRBS)2 =1 2Vo + 0 5Vi_ -VPr= -37 kip AISC 358- 5 8-6 1 I\ 3- •in KijJ^iifiSS Project HENRY'S - Carlsbad Prepared By KK Date 2/17/2009 ••nS^H^ji Subject SMF - Connection Design Checked By •SinSinS! Job No 28562 Sheet No £( {<\ Rev No IT c n Consulting Engineers Check connection design AISC 358- 5 8-7 Expected Plastic moment of the beam Mpe =Zx Ry Fy = 6160 k-m Check-* Mf= 5711k-m < Mpe OK (If Mr a Mpe depth of cut at the reduced section should be increased ) Required beam shear strength Vh =( 2Mpr/L ) + Vgravity = VRBS = 62 kip _ AISC 358- 5 8-9 1 Check beam shear capacity per AISC Manual section G _ 4-Continuity Plate Requirements: AISC 358- 244 1 tcf=103m < 04V(1 8bbftbf(FybRyb/FyCRyc))= 1 17 in — » Continuity plate is required tcf = 1 03 in < bbf/6 = 1 26 in — > Continuity plate is required if, 1V2 in Mm Continuity plate thickness One Sided tpi= 32 in (mm ) cotvl 1, Two Sided tpi= 63 in COLUMN-^- ' f PLAI \ : Choose plate thickness tpi = 0 50 in £ -~- | * 1 > — ^ A - *? = — ~*^, • (mm ) ORct = (0 9)(1 8)Fy APi > Mf/(db - tbf) — > (Api)mm= 4 04 m2 \• 1— CON 1 PLAI TINUITY re ; T7NUITY •E • Apl=Wpltpl= 641m2 OK 1 Continuity elate weld to column web~ 1 1 1 -Tension strength of cont plates £0FyApb= 577 kip 2-Shear strenght of contact area C>v Vnw = 1 0x0 6xFy Apw = 1 92 kip Ru = Smallest -» 3. Shear strength of panel zone O Rv = 362 kip 4- Expect yield strength of beam flanges !(<J>b Mpe)/(db - tbf)= 635 kip Apb= Apw tpi , Maximum contact area Apw= dc -2tcf -2(k+1 5")= 6 38 in Ru= 192 kip — » Dmm=Ru /(2x1 392x Apw)= 10 83 (O =0 9) (Ct> =1 0) (0 =0 9) Use double sided fillet wled or CJP groove weld 1 iff K.S.P.Consulting En 1 • 5-Check C< Shear force at 1 Panel Zone sh I 0Rv = 1 • 4>Rv= ^3|S Project HENRY'S - Carlsbad Prepared By KK Date 2/17/2009 •351 Subject SMF - Connection Design Checked ByI9PJ ||^| Job No 28562 Sheet No £(<->& Rev No IH^^BH f- gineers ^o of Col = 1 No of beams = 1 t vf ' I 77, \ %)lumn panel Zone for doubler plate: SSS'A ^ g ^ l\ ^*~ 1 SS *~\{s I \ \ -^ m//t J<] \J %%'' dp=db-tfb/2= 1779m 7^~ K ^ J /Inflection KX ear strength rtv^. ^M, 00 6Fydctw(1+(3bcf +t2cf)/(db dc tw)) Ru < 0 75 PC 00 6Fydctw(1+(3bcf +t2cf)/(db dctw))(1 9-1 2Ru/Pc ) Ru > 0 75 PC Ru = 321 kip < 0 75PC =0 75(0 75FyAg) = 1091 kip 362 kip > Ru= 321 kip — > Doubler plate is not required Mm Panel Zone Thickness tz =(dz + Wz)/90 = 33 in < tew = 65 in O K 1 db-2tfb= 1684m Wz=(dc-2tfc)= 1264m Choose doubler plate Thickness t= 075 in — > ORv= 1204 kip > 321 kip OK • Note instead of using doubler plate it's possible to increase the 'c' dimension in reduced section 6-Check Column-Beam moment ratio: | The sum of col strength £Mpc =£Zc(Fy-Pu/Ag)= 1 1 350 kip-in Pu = 58 kip • The sum of beams strength^Mpb = £( Mpr +Mv ) = 6858 kip-m £Mpr = 4996 k-m " IMv=((VRBs)i+(VRBs)a)(a+b/2+dc/2)= 1862 k-m | TMpc/yMpb=1 66 > 1 00 OK See seismic manual section 9 6 for exceptions ™ 7-Evaluate lateral bracing of column: I £Mpc/£Mpb= 1 1 1 1 66 < 2 00 N G Lateral bracing for column is required ETABS KSP Consulting 16.98 en »n ooOs l-TJ 2S.36 16.45 Si/. SAWCAT CM <BASE Mc ETABS v916 - File SMF-LINE3 - February 17,2009 943 Elevabon View - 3 Restraint Reactions (E) - Kip-in Units I I I I I I I I I I I I I I I I I I I <SP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Steel Base Plate Design ^^••••iDescnption Base Plate For W14x132 General Information Material Properties AISC Design Method Allowable Stress Design Steel Plate Fy = 360 ksi Concrete Support f c = 30 ksi Assumed Bearing Area Full Bearing Printed 17FEB2009 1007AM "Fife" H"\Lfflle' & Associates\Heniy's\Hen"iv s~- Carlsbad\hanry's- cartsbad ec6 " ENERCALC INC 1983-2008 Ver6021 License Owner : KSP CONSULTING ENGINEERS Calculations per 13th AISC &AISC Design Guide No 1, 1990 by DeWolf & Ricker ASIF Allowable Stress Increase Factor ABIF Allowable Bearing Increase Factor Q c ASD Safety Factor Allowable Bearing Fp per J8 ^Column & Plate Column Properties Steel Section W14X132 Depth 14 7 m Width 14 7 m Flange Thickness 1 03 m Web Thickness 0 645 in Plate Dimensions N Length 21 0 in B Width 21 0 in Thickness 0750 m Column assumed welded to base plate ^Applied Loads ..1 Area Ixx lyy 38 8 inA2 7 8 inA4 7 8 mM Support Dimensions Support width along "X" 21 0 in Length along "Z 21 0 m P-Y V-Z M-X D DeadLoad L Live Lr Roof Live S Snow W Wind E Earthquake H Lateral Earth 28 50 k 1 80 k k k 1570k 090k k k k k 23330k 2510k k k " P' = Gravity load,"+" sign is downward '+" Moments create higher soil pressure at +2 edge •+•• Shears, push plate towards +Z edge k-ft k-ft kft kft k-ft k-ft k-ft ^Anchor Bolts _i _.._ Anchor Bolt or Rod Descnption Max of Tension or Pullout Capacity Shear Capacity Edge distance bolt to plate Number of Bolts in each Row Number of Bolt Rows 3/4' 550 k 550 k 150 m 20 10 I 1 1 1^H 1 1 I 1^H I • 1 1 1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.B p Fax (949) 380-3771 , Steel Baseplate Design^ ^^'" ^^ ...^ • Lib #:KW-06004S83s^««atewfiV:;:i*^-^::i-^,v ,,,::< ,,, ', .,.- Descnption Base Plate For W14x132 GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Allowable Stress Design Governing Load Combination +D-tO 750Lr->0 750L+0 5250E+H Governing Load Case Type Axial Load Only Design Plate Size I'.g" x 1'-9" x 0 -3/4" Pa Axial Load 52523k Ma Moment OOOOk-ft fv Actua| 1034 ksi Fv Allowable = 0 60 ' Fy / 1 5 (per G2) 21 557ksi Stress Ratio 0 048 Shear Stress OK Load Comb • +D+Lr+H Loading Pa Axial Load 44 200 k Design Plate Height 21 000 in Design Plate Width 21 000 ,n Will be different from entry if partial bearing used A1 Plate Area 441 000 m*2 A2 Support Area 441 000 |nA2 V A2/A1 1 000V Distance for Moment Calculation "m" 3518m 1 n ' 4 620 in X 0098m*2 Lambda 0 322 n' 3 675 in n" Lambda 1 182 in L = max(m, n, n") 4 620 in Load Comb. : +D+0 70E+H Loading Pa Axial Load 44831 k Design Plate Height 21 000 in Design Plate Width 21 000 ,n Will be different from entry it partial bearing used A1 Plate Area 441 000 mA2 A2 Support Area 441 000 inA2 V A2/A1 1 000V Distance for Moment Calculation "m" 3518m •n' 4620m X 0 100 m»2 Lambda 0 324 n' 3 675 in n1* Lambda 1 191 in L = max(m, n, n") 4 620 in Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 m Punted I7FEB2009 1007AM ;:: if-- File H \Uttle &Associates\Heniy1s\Henry1s\Cartsbad\hanry1s- carlsbad ec6 b "*•" ,. -t ': '• ' ..... -.^Ai' .,,., ••' ENERCAEC. INC, 1983-2008, Ver 6 021 j •-A*-. ;" • ' -- -,!•• ;•; *•'"• License Owner •; Mu Max Moment fb Max Bending Stress Fb Allowable Fy'ASIF/ Omega Stress Ratio fu Max Plate Beanng Stress Fp Allowable mm(085*fc*sqrt(A2/A1), Stress Ratio Bearing Stresses Fp Allowable fa Max Beanng Pressu Stress Ratio Plate Bending Stresses Mmax = Fu*LA2/2 fb Actual Fb Allowable Stress Ratio Shear Stress fv Actual Fv Allowable Stress Ratio Bearing Stresses Fp Allowable fa Max Beanng Pressu Stress Ratio Plate Bending Stresses Mmax = Fu*LA2/2 fb Actual Fb Allowable Stress Ratio Shear Stress fv Actual Fv Allowable Stress Ratio i KSP CONSULTING ENGINEERS 1 271 k-m 9 039 ksi 21 557 ksi 0419 Bending Stress OK 0119 ksi 1 020 ksi 17*fc)*0me 0117 Bearing Stress OK Axial Load Only, No Moment 1020 ksi 0 100 ksi 0098 1 070 k-m 7 606 ksi 21 557 ksi 0353 0 178 ksi 21 557 ksi 0008 Axial Load Only, No Moment 1 020 ksi 0102 ksi 0100 1 085 k-m 7 715 ksi 21 557 ksi 0358 1 279 ksi 21 557 ksi 0059 I I I I I I I I I I I I r KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949)380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job* 28562 Printed 17FEB2009 1006AM >fci$..tf- V"••&?&•„ m ™-S-J *• '-.&!• pK t~m •- <;*General Footing jDesignl jZniEBHSi Descnption F-1 Pad Footing '••'•'- *•' -Sf*:- '"• '''-"M^-'File,H\Little*& Asspciates\Henry's\Henry's-CartsbadVianry's-'carisbacfec6 ,,«,?'..:. ' ''' ' •':7-ii5f'1"~;H'E***^«^ENERCALC;INC 1983-20b8,Ver'602l General Information License Owner : KSP CONSULLTING ENGINEERS Calculations per IBC 2006, CBC 2007, ACI 318-05 1 I I ^I Material Properties Soil Design Values fc Concrete 28 day strength = 3 0 ksi Allowable Soil Bearing = 1 50 ksf Fy Rebar Yield = 60 0 ksi Increase Beanng By Footing Weight = No EC Concrete Elastic Modulus = 3, 1220 ksi Soil Passive Resistance (for Sliding) = 250 0 pcf Concrete Density = 1450 pcf Soil/Concrete Friction Coeff = 030 O Values Flexure = 090 Shear = 085° Increases based on footing DepthAnalysis Settings Reference Depth below Surface = ft Mm Steel % Bending Remf = 001 40 AHOW pressure Increase per foot of depth = ksf Mm Allow % Temp Remf = 00180 when base footing is below = ft Mm Overturning Safety Factor = 1 50 1 Mm Overturning Safety Factor = 1 50 1 Increases based on footing Width AutoCalc Footing Weight as DL No Allow Pressure Increase per foot of width = ksf AutoCalc Pedestal Weight as DL No when footing is wider than = ft Dimensions ... ' •• " " ": '• 3., ::~ Width along X-X Axis = 650ft Length along Z-Z Axi = 650ft Load location offset from footing center ex Along X-X Axis = 0 m ez Along Z-Z Axis = Om Pedestal dimensions ^ px Along X-X Axis in ^° pz Along Z-Z Axis I in Height in Rebar Centerlme to Edge of Concrete at Bottom of footing - 30m . .. Reinforcing •• ••• • ." •,.:• ... -••• -«:•••; ; -: •• Bars along X-X Axis Number of Bars = 70 Reinforcing Bar Size = #6 Bars along Z-Z Axis Number of Bars = 60 Reinforcing Bar Siz< = #5 &i if - ". -. —"TS*"-t. -• ' i •, '"'"l' -'^, •;-. . 1 ..,;. >£'-, .- , K~. ..' ? ""•> •%-'y '.:'• i;v'' • •:'- t \ ^'%"' ^ •>,'.. Ivi l> .;';_. 6 l ' ' we-' ;, = 4:-C-:lt 'J:, fW' ;;- ;$;,_. ;2X, ';;::\K£ -;%^- ;&•'' ' 'r<£-' ' . fib f:' "l.^r! - *S * i < 1 6 mQ.(D(D IIto Bandwidth Distribution Check (AC115442) Direction Requmng Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a Applied Lr W P Column Load OB Overburden M-xx M-zz V-x V-z 2850 1570 23 330 k ksf k-ft k-ft k k I I I I I «v I I I I I I I II I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Printed 17FEB2009 1006AM General Footing Design lEEEOB^H Descnption F-1 Pad Footing DESIGN SUMMARY. File"HIMjttle& AssMiates\Henr/s\He'nry's' Cartshad\hanry's-carlsbadec6 '•'•Kf?i^.' '; ' "*":J" HENERCALC,IN?> 1983-2008 Ver602f. License Owner : KSP CONSULTING ENGINEERS Design OK Mm Ratio Item Applied Capacity Governing Load Combination PASS 082877 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0 38632 PASS 038632 PASS 063970 PASS 063970 PASS 0 35091 PASS 035091 PASS 0 35091 PASS 0 35091 PASS 096899 Detailed Results Soil Bearing Overturning - X-X Overturning - Z-Z Sliding -X-X Sliding - Z-Z Uplift Z Flexure (+X) 2 Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1 -way Shear (-X) 1 -way Shear (+Z) 1 -way Shear (-Z) 2-way Punching ..x : 1 2432 ksf OOk-ft OOk-ft 00k 00k 00k 74137k-ft 74137k-ft 74137k-ft 74137k-ft 32 6739 psi 326739psi 32 6739 psi 326739psi 180 450 psi 1 50 ksf OOk-ft OOk-ft 00k 00k 00k 19 1908 k-ft 191908k-ft 11 5892 k-ft 11 5892 k-ft 93 11 28 psi 93 11 28 psi 93 11 28 psi 93 11 28 psi 186 226 psi +0+0 750Lr+0 750L+0 No Overturning No Overturning No Sliding No Sliding No Uplift +1 200+1 60Lr+0 50L +1 200+1 60Lr+050L +1 20D+1 60Lr+0 50L +1 200+1 60Lr+0 SOL +1 200+1 60Lr+050L +1 20D+1 60Lr+0 50L , +1 20D+1 60Lr+0 50L +1 20D+1 60Lr+0 SOL +1 200+1 60Lr+0 50L Soil Bearing Rotation Axis &Load Combination X-X +D+Lr+H X-X +D+0 70E+H Gross Allowable 150 ksf 150 ksf X-X +D+0 750Lr+Q 750L+0 5250E+H 1 50 ksf X-X +060D+070E+H Z-Z +D+Lr+H Z-Z +D+070E+H 1 50 ksf 1 50 ksf 150 ksf Z-Z +D+0 750Lr+0 750L+0 5250E+H 1 50 ksf Z-Z +060D+070E+H Overturning Stability 1 50 ksf i i>- Xecc Zecc n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a Actual Soil +Z +Z 1 0462 ksf 1 0462 ksf 10611 ksf 10611 ksf 12432 ksf 12432 ksf 0791 27 ksf 0791 27 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf Bearing Stress Actual / Allowable -X -X n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf 1 0462 ksf 1 0462 ksf 10611 ksf 10611 ksf 1 2432 ksf 1 2432 ksf 079127 ksf 079127 ksf Ratio 0697 0707 0829 0528 0697 0707 0829 0528 Rotation Axis & Load Combination Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability^ Force Application Axis Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination Which Tension @ BotMu Side ? or Top? AsReq'd Gvm As Actual As Phi*Mn Status X-X +120D+160Lr+050L X-X +1 20D+1 60Lr+0 50L X-X +1 200+0 50L+0 20S+E X-X +120D*050L+020S+E X-X +0 90D+E+1 60H X-X +090D+E+160H Z-Z +1 200+1 60Lr+050L Z-Z+120D+160Lr+050L Z-Z +120D+050L+020S+E Z-Z+120D+050L+020S+E Z-Z +090D+E+160H Z-Z +090D+E+160H One Way Shear 7 41 37 k-ft 7 41 37 k-ft 7 190 k-ft 7 190 k-ft 6 1214 k-ft 6 1214 k-ft 7 41 37 k-ft 7 41 37 k-ft 7 190 k-ft 7 190 k-ft 6 1214 k-ft 6 1214 k-ft +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 02485in2/ft 02485m2/fl 0 2409 mm 02409m2/ft 02044in2/ft 02044m2/ft 02485m2/ft 02485m2/ft 02409in2/ft 02409m2/ft 02044m2/ft 02044m2/ft Calc'd Bending Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma Calc'd Bendma 02862m2/ft 02862m2/ft 02862m2/ft 02862m2/ft 0 2862 mm 0 2862 mm 04738m2/ft 04738m2/ft 04738m2/ft 04738mm 04738m2/ft 04738m2/ft 11 5892 k-ft 11 5892 k-ft 11 5892 k-ft 11 5892 k-ft 11 5892 k-ft 11 5892 k-ft 19 1908 k-ft 19 1908 k-ft 19 1908 k-ft 19 1908 k-ft 19 1908 k-ft 19 1908 k-ft OK OK OK OK OK OK OK OK OK OK OK OK Load Combination Vu @ -X Vu @ +X Vu@-Z Vu @ +Z Vu Max PhiVn Phi*Vn/Vu Status Project HENRY'S - Carlsbad Subject Canopy Framing Design Job No 28562 Prepared By KK Checked By Sheet No C" I Date 2/17/09 Rev No -K.S.P. • Consulting Engineers I I I I I I I I I I I I I (. I Canopy Joist (TYP) Center Span "L" = 8'-9" Uniform Load (Canopy Joist @ 5'-6" O C ) WDL = 10 psf, Tributary Area = 5'-6" WLL = 20 psf, Tributary Area = 5'-6" wvvmd-upi.ft = 20 psf, Tributary Area = 5'-6" USE: C 8x11.5 Canopy Beam (TYP) Center Span "L" = 22'-0" Uniform Load (Canopy Joist) WDL = 10 psf, Tributary Area = 8'-9" WLL = 20 psf, Tributary Area = 8'-9" = 20 psf, Tributary Area = 8'-9" USE: C 12x20.7 Canopy Column Column Height "H"=10'-0" Point Load (P = Reaction of Canopy Beam) PDL = 1 2 kips PLL = 2 0 kips USE: 3" STD Pipe 6 w SM-M- .1 11 1..1, ///M? W 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 1 1 1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.B p Fax (949) 380-3771 Steel Beam Design ^% \!^i'.^"'-'' lLic.f#'!::KW-06004683!»H*;SSS»B»av» Descnption Canopy Joist Material Properties Analysis Method Allowable Stress Design Beam Bracing Beam is Fully Braced against lateral-torsion Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 •: t .... *Applied Loads Beam self weiqht calculated and added to loads Title HENRY'S -Calsbad Job* 28562 Dsgnr KK Project Desc Project Notes Printed 18FEB2009 122PM /:';>; '•"•~f?S'--iH:!!s!',,, -.1.54 ^ « File H \Uttle &Associates\Henr/s\Henry's-CarisBad\hanry's-cartsbadec6^b h "'.C^-:-: '"" jf-:''"'ft 3slKr j.»i<;^v*:'^** ENERCALC, INC 1983-2008, Ver 6 021 | :.r^;-^Ki-s^S^siK?«^.r,s^iiiSfLicense.Ownerir:KSR.eONSUllTING ENGINEERS Calculations per IBC 2006, CBC 2007, 13th AISC Fy Steel Yield 36 0 ksi buckling E Modulus 29,000 0 ksi D(0055)Lr011)W(-011) ^ ^ 1 ' '';".£* - 'V"-'" :':.'L^' v":"::- C8X11 5, Span = 8 750 ft /\ I Service loads entered Load Factors will be applied for calculations Load for Span Number 1 1 | • / \ | • Uniterm Load u = uuiu, Lr = 0020, W = -u020ksf, Tributary W DESIGN SUMMARY '• Maximum Bending Stress Ratio = 0 098 1 i Section used for this span C8X1 1 5 Mu Applied 1 689 k-ft i Mn/ Omega Allowable 17 299 k-ft \ Load Combination -tO+ir+H ! Location of maximum on span 4 375ft I Span # where maximum occurs Span # 1 , Maximum Deflection I Max Downward L+Lr+S Deflection 001 6 in ! Max Upward L+Lr+S Deflection 0 000 in 1 Live Load Deflection Ratio 6767 Max Downward Total Deflection 0 025 in | Max Upward Total Deflection -0016m i Total Deflection Ratio 4217 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Mmax + Overall MAXimum Envelope Dsgn L = 8 75 ft 1 0 098 0 034 1 69 -tfj-Cr-HH Dsgn L = 8 75 ft 1 0 098 0 034 1 69 Dsgn L= 875ft 1 0024 0008 -»0 60D+W+H Dsgn L= 875ft 1 0039 0013 Overall Maximum Deflections - Unfactored Loads idth = 5 5U it Maximum Shear Stress Ratio = Section used for this span Vu Applied Vn/Omega Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mmax- Ma -Max Mnx Omega'Mnx Cb 169 2889 1730 100 169 2889 1730 100 -042 042 2889 1730 100 -067 067 2889 1730 100 Load Combination Span Max "-" Defl Location in Span Load Combination D-H.-tLr 1 0 0249 4419 ^^H Desian OK 0034 1 C8X11 5 077219 k 227641 k +D+Lr+H 8750 ft Span # 1 Summary of Shear Values Rm VaMax Vnx Omega'Vnx 100 077 3802 2276 100 077 3802 2276 100 019 3802 2276 100 031 3802 2276 Max V Defl Location in Span 00000 0000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max Downward Defl D Only 1 0 0094 LrOnly 1 00155 D4.-*ir 1 0 0249 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 0 772 0 772 D Only 0 291 0 291 LrOnly 0481 0481 WOnly -0481 -0481 Location in Span Max Upward Defl 4419 00000 4419 00000 4419 00000 Support notation Far left is #1 Location in Span 0000 0000 0000 1 1•i 1 1 1 1 1 1 1 1 1 1 1 f1 1 • KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.B p Fax (949) 380-3771 [-Sjjplieiam Desiirif , : :f ' ' ^ ' • LicJ# : KW-06004683 ;»»«;; ., :;- •:...•-'•>.>: • . . ;-•? Descnption Canopy Joist Vertical Reactions • Unfactored Load Combination Support 1 Support 2 0+L-H.r 0772 0772 Steel Section Properties C8X115 " Depth = 8000 in Ixx Web Thick = 0220 in Sxx Flange Width = 2260 in Rxx Flange Thick = 0390 in Zx Area = 3370 mA2 lyy Weight = 11500 pit Syy Kdesign = 0938 in Ryy Zy rts =0756 in Ycg = 4000 in Xcg = 0572 in Xp = 0211 in Eo = 0697 in Title HENRY'S -Calsbad Job* 28562 Dsgnr KK Project Desc «•"" n Project Notes Pnnted 18FEB2009 122PM -"•%• "^••.iiW*,.- T:'"%- File H \Uttle &Associates\Henry1s\Henry's^Carlsbad\hariof1s-"carlsbadec6 b :%^-/|fe.IlffKlv '^r- y-':..A;. .%^L •:. •"''-JENERCALC,' INC 1933-2008 ver602i. | ;; ;- ; License Owner : KSP CONSULTING ENGINEERS Support notation Far left is #1 •• i 32 50 mA4 J = 0 130 mA4 814mA3 Cw = 1650mA6 3110 in Ro = 3410m 9 630 mA3 H = 0 862 in 1 310 mA4 0775mA3 Wno = 5110mA2 0 623 in Sw = 1 340 mA4 1570mA3 Qf = 3110mA3 Qw = 4 870 mA3 Wn2 = 3070 Sw2 = 0 860 Sw3 = 0430 I I(I I I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949)380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 "I |_Steel Beam Design Lie-# : KW-06004683 o Descnption Canopy Beam Material Properties Printed 18FEB2009 124PM 1 "iy :Rle H \bttle & Associates\Henry's\Henry's'- Cartsbad\hamy's- cartsbad ec6 *%\ ., «%.'""^ ENERCALC, INC ,1983-2008 Ver6021 License Owner : KSP CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method Allowable Stress Design Beam Bracing Beam bracing is defined as a set spacing over all spans Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Unbraced Lengths Fy Steel Yield E Modulus 36 0 ksi 29,000 0 ksi 1 1 • 1 1 . 1 . ( 1 First Brace starts at 8 750 ft from Left-Most support Regular spacing of lateral supports on length of beam = 8 750 ft D(0 0875) Jr A C12X207 Applied Loads • Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 010, Lr = 0 020, W = -0 020 ksf, Tributary Width DESIGN SUMMARY Maximum BendmgTstress Ratio = 0495 1 Section used for this span C12X20 7 Mu Applied 17525k-ft Mn/ Omega Allowable 35432k-ft Load Combination +D+Lr+H Location of maximum on span 1 1 1 25ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 260 m Max Upward L+Lr+S Deflection 0 000 m Live Load Deflection Ratio 1026 Max Downward Total Deflection 0 421 m Max Upward Total Deflection -0 260 m Total Deflection Ratio 634 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Lr0175)W(-0175) t t , Span = 22 250 ft Service loads entered Load Factors wil = 8 750 ft I Maximum Shear Stress Ratio = Section used for this span Vu Applied Vn/Omega Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Segment Length Span# M V Mmax+ Mmax- Ma -Max Mnx Omega*Mnx Cb Rm Overall MAXimum Envelope Dsgn L= 868ft 1 0363 0072 1668 Dsgn L= 879ft 1 0495 0041 1753 Dsgn L= 478ft 1 0381 0072 1183 Dsgn L= 868ft 1 0363 0072 1668 Dsgn L= 879ft 1 0495 0041 1753 Dsgn L= 478ft 1 0381 0072 1183 +D+W+H Dsgn L= 868ft 1 0115 0017 Dsgn L= 879ft 1 0122 0010 -000 Dsgn L= 478ft 1 0097 0017 tO 60D+W+H Dsgn L= 868ft 1 0190 0028 DsgnL= 879ft 1 0201 0016 -000 Dsgn L= 478ft 1 0159 0028 Overall Maximum Deflections - Unfactored Loads 1668 7680 4599 142 100 1183 1753 5917 3543 104 100 1753 7680 4599 197 100 1668 7680 4599 142 100 1183 1753 5917 3543 104 100 1753 7680 4599 197 100 -393 393 5708 3418 100 100 -413 413 5667 3393 100 100 -279 413 7140 4276 100 100 -648 648 5708 3418 100 100 -681 681 5667 3393 100 100 -460 681 7140 4276 100 100 Load Combination Span Max "-" Defl Location in Span Load Combination Max D-H.+U 1 04208 11236 V IP ' '' ' -' . '< """ k be applied for calculations Design OK 0072 1 C12X207 31506 k 437691 k +D+LT+H 22 250 ft Span # 1 Summary of Shear Values Va Max Vnx Omega'Vnx 3 15 73 09 43 77 1 80 73 09 43 77 315 7309 4377 315 7309 4377 1 80 73 09 43 77 315 7309 4377 074 7309 4377 0 42 73 09 43 77 0 74 73 09 43 77 122 7309 4377 0 70 73 09 43 77 1 22 73 09 43 77 '+" Defl Location in Span 00000 0000 I I KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 18FEB2009 124PM ( FStee! Beam Design I I 1 I I I I I I I I I I I I ( I Lic.'#:;KW-06004683 Description Canopy Beam File H Ujttte 8 AssociatesjHeriry Wtenry's Cartsbaflhffliiy's- carfsbad ec6 '^'" ,,-, "-'-i'"- """;. ^ENERCALC INC':1983-2008rVer6021 License Owner :KSP CONSULTING ENGINEERS: Maximum Deflections for Load Combinations - Unfactored Loads Load Combination DOnly Lr Only D+L+Lr Span 1 1 1 Max Downward Defl 01608 02600 04208 Vertical Reactions • Unfactored Load Combination Overall MAXimum DOnly LrOnly WOnly D+L+Lr Jr Steel Section Properties : Depth Web Thick Flange Width Flange Thick = Area = Weight Kdesign = rts Ycg Xcg Xp Support 1 3151 1204 1947 -1947 3151 C1 2X20.7 12000 in 0282 in 2940 in 0501 in 6080 mA2 20700 plf 1 130 in 0983 in 6000 in 0698 in 0253 in Support 2 3151 1204 1947 -1947 3151 •:. "' '.'.'." . Ixx Sxx Rxx Zx lyy Syy Ryy zy Location in Span 11236 11236 11236 Support notation Far left is #1 i 12900mA4 21 50 mA3 4610m 25 600 m*3 3 860 mA4 1 720 mA3 0797 in 3470 mA3 Max Upward Defl 00000 00000 00000 J Cw Ro H Wno Sw Of Qw Wn2 Sw2 Sw3 Location in Span 0000 0000 0000 0 369 mM 11200mA6 4930m 0 899 in 10 300 mA2 4610mA4 7830mA3 12900mA3 5810 3140 1570 Eo 0870 in | [|[ijf|ii KSP Consulting Engineers, Inc JISJJSB 25341 Commercentre Dr , Suite #100 SBsSi Lake Forest' Ca • 9263° _ NKdn Office (949) 380-3970• BSBBBIBI Fax ^9j 38Q_3771 ^H COVCec CnsnMT* ( Steel Column3 j^BLic:i#.-:iKW-06004683i;-:>--ram^^^H»^'si^^»*^a!*?a**fe^5-^wre • Descnption Canopy Column • General Information Steel Section Name Pipe3STD Analysis Method 2006 IBC & ASCE 7-05 Steel Stress Grade • Fy Steel Yield 360 ksi | E Elastic Bending Modulus 29,0000ksi Load Combination Allowable Stress • Applied Loads Column self weight included 75 80 Ibs * Dead Load Factor AXIAL LOADS 1 Axial Load at 100ft, D=1 20, LR = 20k DESIGN SUMMARY Bending & Shear Check Results PASS Max Axial+Bendmg Stress Ratio = 012704 • Load Combination +D+Lr+H • Location of max above base 0 0 At maximum location values are Pu Axial 32758 IPn/ Omega Allowable 257851 Mu-x Applied 0 0 Mn-x / Omega Allowable 3 9341 IMu-y Applied 0 0 Mn-y/ Omega Allowable 39341 PASS Maximum Shear Stress Ratio = 00 ILoad Combination Location of max above base 0 0 At maximum location values are Vu Applied 0 0 Vn / Omega Allowable 0 0 • Load Combination Results - Title HENRY'S -Calsbad Job* 28562 Dsgnr KK Project Desc ,% £Project Notes ^ ° Printed 18 FEE 2009 133PM •*•.[;- s %. • •. File :H \Uttle &Assbciates\Henfy's\Henfy's Carlsbadthanry's- carlsbad ec6 • \ '""? I :?'** .'-^:ENERCALC INC ;1983-2008 Ver6021 | lii^;vsl:t-!::yh::^!i:*BS!::JUicensi9-Owner;aKSR;;CONSUliriNG:ENGINEERS Code Ref 2006 IBC, AISC Manual 13th Edition Overall Column Height 100ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis Unbraced Length for X-X Axis buckling = 10ft, K = 1 0 Y-Y (depth) axis Unbraced Length for Y-Y Axis buckling = 10 ft, K = 1 0 Service loads entered Load Factors will be applied for calculations 1 Maximum SERVICE Load Reactions Top along X-X 00k ft Bottom along X-X 00k Top along Y-Y 00k k Bottom along Y-Y 00kk , ,, Maximum SERVICE Load Deflections k_ft Along Y-Y 00 in at 00ft above base for load combination k-ft Along X-X 00 m at 00ft above base for load combination 1 ft kk Maximum Axial + Bending Stress Ratios Maximum Shear Ratios ILoad Combination Stress Ratio Status Location Stress Ratio Status Location +D-HJHH o 127 PASS Maximum Reactions • Unfactored X-X Axis Reaction I Load Combination @ Base @ Top • D Only LrOnly • Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max X-X Deflection Distance D Only 0 0000 in 0 000 ft LrOnly 00000 in 0000ft 1 Steel Section Properties PipeSSTD 1 ( 1 0 00 ft 0 000 PASS 0 00 ft Note Only non-zero reactions are listed Y-Y Axis Reaction @ Base @ Top Max Y-Y Deflection Distance 0 000 in 0 000 ft 0000 in 0000ft 1 _fgragsi KSP Consulting Engineers, Inc ilsiiSiii 25341 Commercentre Dr , Suite #100 Jam sat Lake Forest. Ca . 92630 |^H | 1' [•faff Office (949) 380-3970 K?^ Fax (949) 380-3771 I -iv, f j,,~ ; : ~ : f wLGGK^OOIUniflj^' • Lie. l#^KV\t06004683S»S«j| Descnption Canopy Column Steel Section Properties Depth Web Thick Flange Width Flange Thick = Area = Weight Pipe3STD 3500 in 0000 in 3500 in 0216 in 2080 mA2 7580 plf Ixx Sxx = Rxx = iyy Syy Ryy Title HENRY'S -Calsbad Job* 28562 Dsgnr KK Project Desc Project Notes ,„ . # ••••B 2 85 inM 1 63 mA3 1 170 in 2850 inM 1 630 inA3 1 170 in %.? Pnnted 18FEB2009 133PM File H\Uttle&Associates\Henry's\Henry's Cartsbad\haray's-carlsbadec6 b yt^ "& ENERCALC,INC'l983-2008,Ver6021 | ; • s License Owner :KSR CONSULTING ENGINEERS | J = 5 690 inM I I I I I I I I I I I I I I Ycg 0000 in Loads are total entered value Arrows do not reflect absolute direction IKllSSSlPiSiSS==«9S5 Project HENRY'S - Carlsbad Prepared By KK Date 2/17/09 Subject Ceiling Framing Design Checked By Job No 28562 Sheet No Rev No K.S.P. Consulting Engineers I I I I I I I I I I I I (' I Ceiling Joist-1 @ 16" O C (TYP) i"T4 Center Span "L"=14'-6"W Uniform Load (Ceiling Joist @ 16" O C ) WDL=10psf@16"OC WLL = 20psf@ 16" OC UIUIUJ USE: 6008162-43 @ 16" O.C. Ceiling Joist-2 @ 16"OC Center Span "L" = 12'-0" Uniform Load (Ceiling Joist @ 16" O C ) WDL=10psf@16"OC WLL=60psf@16"OC W iiiiiiiil /////// USE: 800S200-43 @ 16" O.C. Ceiling Beam Center Span "L"=18'-0" Uniform Load (Ceiling Joist-2) WDL= 10 psf x (12/2)' x 0 5 = 30 plf WLL = 60 psf x (12/2)' x 0 5 = 180 plf W U1U1U MWS USE: 2-1200S250-68 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Company Address: City Zip Code- KSP Consulting 25341_Commercentre Drive, Su%£ (|fflg jmsl_^ @ 16« o c Simple Supported JoistLake Forest 92630 Project Ref # Date o £2. Feb1709 1333lbs/ft 1450ft Dead Load 26 67 Ibs/ft 1450ft Live Load 16250 Gross Section Properties 600(0 00712 i*- 0 0451 1 Xfl 5000 600S162-43mil, 33 ksi Ix (major) (ir>4) Sx (major) (m3) rx (major) (in) ly (minor) (m4) Sy (minor) (in3) ry (minor) (in) Area (in2) Xo (in) Jx1000(m4) Cw (in 6) Ro (in) Weight (Ib/ft) 23163 07721 22767 01484 01225 05763 04469 -1 0617 03030 1 0952 25773 1 5207 Floor Information Design Code Design Method Joist Length (ft) Joist Spacing (in) Top Bracing @ (in) Bottom Bracing @ (in) LL Allowable Deflection, L / TL Allowable Deflection, L / IBC 2006 w/AISI-NAS 2001/04 Supp ASD 145 16 Full None 360 240 Material Properties Fy (ksi) Fu (ksi) E (ksi) G (Ksi) 33 45 29500 11300 Load Factors Dead Load Strength Factor Dead Load Deflection Factor Live Load Strength Factor Live Load Deflection Factor 1 1 1 1 Span Loads Reactions 1 Span Dead Load (psf) 10 Live Load (psf) 20 Design Options Joint 1 2 Rx (kips) 00000 00000 Ry (kips) 02900 02900 Rm (kips in) 00000 00000 Standard Punchout 0 Strength Increase from Cold Work of Forming (AlSlSec A7 2) Considered Considered Capacity Check Member 1 Actual Allowable Ratio Moment (kips in) 126137 167017 07552 Shear (kips) 02566 1 2403 02069 LL Deflection (in) 03881 04833 08030 TL Deflection (in) 05822 07250 08030 Crippling (kips) N/A N/A N/A Sections Effective Properties Member 1 Ae(Comp ) (m2) Sxe (m3) Ixe(in4) Value 03696 07683 23093 Design for Web Crippling is Disabled nteraction Check Member Combined (M,V) (kips in,kips) Moment(Mx) Shear(Vy) 12 1092 -0 0580 Combined (M.Pcr) (kips m.kips Moment(Mx) P (Crippling) N/A N/A ASI Steel Smart System© Version 5 0(SP 2)Feb 17 09 Page 1/3 Company KSP Consulting Address 25341 Commercentre Drive, Suit£gj|fflQ j0|St_2 @ 16" O C City Lake Forest , _ ~1 . . . .Zip Code 92630 Simple Supported Joist Project Ref #• 0 Date Feb1709 1333lbs/ft 1200ft Dead Load 80 00 Ibs/ft 1200ft Live Load 20000 Gross Section Properties 800(0 0712 — 0 0451 II06250 800S200-43mil, 33 ksi Ix (major) (in4) Sx (major) (in3) rx (major) (in) ly (minor) (m4) Sy (minor) (m3) ry (minor) (in) Area (m2) Xo (in) Jx1000(m4) Cw (in6) Ro (in) Weight (Ib/ft) 53030 1 3258 30181 02916 01930 07077 05822 -1 2775 03947 37972 33529 1 9812 Floor Information Design Code Design Method Joist Length (ft) Joist Spacing (in) Top Bracing @ (in) Bottom Bracing @ (in) LL Allowable Deflection, L / TL Allowable Deflection, L / IBC 2006 w/AISI-NAS 2001/04 Supp ASD 12 16 Full None 360 240 Material Properties Fy (ksi) Fu (ksi) E (ksi) G (Ksi) 33 45 29500 11300 Load Factors Dead Load Strength Factor Dead Load Deflection Factor Live Load Strength Factor Live Load Deflection Factor 1 1 1 1 Span Loads Reactions Span Dead Load (psf) Live Load (psf) 10 60 Design Options Joint 1 2 Rx (kips) 00000 00000 Rv (kips) 05600 05600 Rm (kips in) 00000 00000 Standard Punchout 0 Strength Increase from Cold Work of Forming (AlSISec A7 2) Considered Considered Capacity Check Member 1 Actual Allowable Ratio Moment (kips in) 20 1606 25 5751 07883 Shear (kips) 05600 1 0512 05328 LL Deflection (in) 02386 04000 05965 TL Deflection (in) 02784 06000 04639 Crippling (kips) N/A N/A N/A Sections Effective Properties Member 1 Ae(Comp ) (in2) Sxe (m3) Ixe(in4) Value 03833 1 2943 52237 Design for Web Crippling is Disabled nteraction Check Member Combined (M,V) (kips in,kips) Moment(Mx) Shear(Vy) 193542 -01120 Combined (M.Pcr) (kips in,kips Moment(Mx) P (Crippling) N/A N/A ASI Steel Smart System© Version 5 0(SP 2J Feb1709 Page 1/3 Company Address City Zip Code- KSP Consulting 25341 Commercentre Drive, Suite #1^,,, na Beam Lake Forest a 92630 Simple Supported Beam Project Ref# 0rrojecinerw u Date. Feb1809 30 00 Ibs/ft 1700ft Dead Load 180 00 Ibs/ft -J—f rnTITTTHTITI 1700ft Live Load Flo Stud Section 1x 1200S250-68mil, 50 ksi Track Section N/A Stud Gross Properties Ix (major) (in4) 244903 Sx (major) (in3) 4 0817 rx (major) (in) 4 4028 ly (minor) (m4) 0 8359 Sy (minor) (m3) 0 4208 ry (minor) (in) 0 8134 Area (m2) 1 2634 Xo(in) -13617 Jx1000(m4) 21409 Cw (m6) 24 0337 Ro (in) 4 6798 Weight (Ib/ft) 4 2995 or Information Design Code Material Properties IBC 2006 w/AISI-NAS Fy (ksi) 50 2001/04 Supp Fu (ksi) 65 Design Method LRFD t=(KSI) *y500 Beam Length (ft) Top Bracing @ (in) Bottom Bracing @ (in) LL Allowable Deflection, L / TL Allowable Deflection, L / -7-7 — G '(KSI) 11300 40 Load Factors Ao Dead Load Strength Factor f~kAA<-j I A»*«J f~i**/7*««»* <-..* rr,»*i**- Live Load Strength Factor ^80 Live* Lnad Dfifle>rtir>n Fartnr Span Loads Reactions Span Dead Load (Ibs/ft) 1 30 Design Options Live Load (Ibs/ft) Joint Rx (kips) Ry (kips) Ri 180 1 00000 27540 2 0 0000 2 7540_ 0 Standard Punchout Considered 0 Strength Increase from Cold Work of ~ . . Formmg (AlSISec A7 2) Considered Capacity Check Moment Shear Span (kips in) (kips) 1 Actual 1404540 27540 Allowable 1430508 42115 Ratio 09818 06539 LL Deflection TL Deflection Crippling (in) (in) (kips) 0 4682 0 5462 N/A 08500 11333 N/A 0 5508 0 4820 N/A J 12 1 1 6 1 n (kips in) 00000 00000 ASI Steel Smart System© Version 5 0(SP 2)Feb 18 09 Page 1/2 !• Project HENRY'S - Carlsbad |5 Subject Metal Brace Design Job No 28562 Prepared By KK Checked By Sheet No / £ Date 2/17/09 Rev No .K.S.P. • Consulting Engineers I I I I I I I I I Metal Brace Design - Sheet S5 Wind load ^=I35,Kzt=l,[=l,Pnet=l4I WWind = Pnet=XK2tIPnet=129x I xlx 165 = 20psf Pw.nd = WWmd x Height Ana / cos a = 20 psf x (16/2)' / cos 45° = 230 Ibs @ 48" o c USE: 362S137-43 Diaq. Brace @ 48" o.c. 5ft- 25341 Commercentre • Suite 100 • Irvine, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Company: KSP Consulting Address: City Zip Code 0 Diag Brace @ 48" o c Simple Stud Exterior Span Project Ref#. 0 Date Feb1709 1600ft 1600ft 230 00 Ibs 1600ft Dead Load Wind Load Live Load Gross Section Properties Ix (major) (in4) Sx (major) (in3) rx (major) (in) ly (minor) (m4) Sy (minor) (in3) ry {minor) (in) Area (m2) Xo (in) Jx1000(in4) Cw (m6) Ro (in) Weight (Ib/ft) 06163 03400 1 4193 00755 00779 04967 03059 -09915 02074 02077 1 8012 10411 13750 362 0712 11° 3750 — 0 0451 Wall Information 362.5S138-43mil, 33 ksi Material Properties Design Code Design Method Wall Height (ft) Stud Spacing (in) Allowable H Deflection L / Dead Loads (Ibs) Live Loadsjlbs) Max Bridging Spacmg(ft) Torsional Bracing IBC 2006 w/ AISI-NAS 2001/04 Supp ASD 16 48 360 0 230 8 Full Fy (ksi) Fu (ksi) EJksi) G (Ksi) 33 45 29500 11300 Span Loads Span 1 Wind Load (psf) 00000 Reactions. Load Combination Factors: Joint 1 2 Rx (kips) 00000 00000 Ry (kips) 02300 00000 Rm (kips in) 00000 00000 # Dead Live Wind Used For 1 1 1 075 0 0 075 Strength Strength Strength Deflection Design Options Effective Section Properties1 Back To Back Configuration "Fastener Spacing (in) 0 Standard Punchout Not Considered N/A Considered Member Ae(Comp) (m2) Sxe (m3) Ixe(m4) Value 02383 03280 060020 Strength Increase from Cold Work of Forming (AISI, Sec A7 2) ASI Steel Smart System© Version 5 0(SP 2) Considered Feb 17 09 Page 1/4 I I I I I I I I I I I I I I I I I ( I Project HENRY S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design Checked By Job No 28562 Sheet No 1 Rev No SEISMIC LOAD Per ASCE/ Chapter 12 11 1 LATERAL FORCE ON ELEMENTS OF STRUCTURES Seismic Importance Factor („ = , Component Amp Factor Component Resp Mod Factor 1 SDS = ?. -0 820 a. = 10 RD1= 28 LRFD Level ASD Level F0=04lPSDsWB = FDmm = 0 1 W0 = Wall F^^ = Wall F. ....,= 0 328 * WD 0100 *WD 0328 *WP 0234*WD LATERAL FORCE STRONGBACK TO WALL CONNECTION Category D ASD Level Fp av8 = 0 8 Ip SDS Ww = 0 469 * Wp WIND LOAD Per CBC 2007 Chapter 16 P =18 0 psf I I I I I I I I I I I I I I I I I Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design - Detail 1/SD5/gfcuyy^ \ Checked By Job No 28562 Sheet No 7.2 Rev No EXISTING BUILDING DATA PANEL DIMENSIONS t = ,-"•' Reveal = ai =' * h= ,h, = |; h2 = H=/; a2 = b,= ' Ci= jj- b2 = V d,= d2 = Critical Jamb 763 in "ooo in 2 do ft 17 50 ft 10 00 ft 750ft 22 00 ft 450 ft ^2 00 ft 12 1 00, ft 200ft 800ft 800ft atbl PANEL PROPERTIES :onc Wt = fc' = FV = - fr = Ec = n = Remf =.,; Bar Size = Spacing = As = LOADS RoofDL = Roof LL = RoofSL= ; Joist Length = Snow Drift = ' Girder DL = Girder LL=-* Girder SL = f2 = *i, 70 pcf ^1,500 psi 60,000 psi 290 psi 2,208 kSI 1314 ::, '' CL "/'"#. 5 24 00 in 0 31' In» v 14 psf •^ 20 psf < ^ o psf .-8ft:: Jq plf ;fr 5 6 Ib %%; 4 8 Ib 'f qlb 07', SEISMIC ANALYSIS For b1 = For d1 = R,,r = Rroof = 1 200ft 800ft 250 Ibs ,000 Ibs wls = W2S = at wall (Rp = 30) at wall (Rp = 30) 21 plf 83 plf 750 Ibs at connection (Rp =10) 3,001 Ibs at connection (Rp = 1 0) WIND ANALYSIS For d1 = 8 00 ft W = 144 plf Rflr= 1,177lb Rroof = 1,991 Ib (FOR INFILL ONLY) WIND LOADS 1 i nmn i B I SssiS K.S.PConsulting E •••••I ISSqEI Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009f§: ia-as Subject Strongback Design - Detail Checked By 0 jf]M 1/SD5 0 fen vj - \ j||5l Job No 28562 Sheet No 7 -^ Rev No 0 rnginccrs ™ TRY HSS SECTION STRONGBACK Section = HSS 6x6x1/4 ,, I 1 Fy = 46 ksi ~ ,_ y Z= 112m3 V6-I - ~ l.= 286 m4 SO * Ss = 9 54 mJ LRFD (Eqn F1-1) Mp = Fy * Z <= 1 5 * My I My 1 <J 1 Fy*Z= 5152k-m = Fy * Ss 439 k-m 5 * My = 658 k-m Mp = 515 k-m >b * Mp = 464 k-m Mu 172 k-m A = 5wL4/384EI I w = q *(b + W2/2) q= 1042psf Aall = w = 83 plf A = 0 168 in m50= 132m (Section 191 4 8 4) ™ Reduction Factor for Concrete r = Force reduction factor = Relative Rigidity (Concrete Vs Strongback) • r = EC *lc/(Ec *lc + Es *ls) = Ic / (Ic + n *ls) 0 50 Ig = 443 m4 1 1 "C/"°* 1 1 1 lcr= 138 in4 , used = 443 m4 (The larger of 50%lg or Icr) n = 38 74 " ls)-^,» I I I I I I I I I I I I I I I I I ( I Project HENRY S - Cartsbad Prepared KK 2/20/2009 Subject Strongback Design - Detail 1/SD5 checked By Job No 28582 Sheet No 7 Design of HSS Strongback to Slab Connection Slab 1c = 2 Ksi t= : •:. 6 IP Rn,™«.= 1177lb V™, = 840 Ib Try' HILTI-HY 150 Threaded Rod (ICBO ER - 5193) See page 2 Reduced Shear = (1-r) * R» „ Anch Dia = Embed = C = Ca = Cmm = s = Sc,= s*= Steel VMW,= Cone V1,ta» = H*" | Use 2 3/4 in 5 in , 61 :• in 10 in 31/3 in 8 1/4 in 13 1/4 in 31/3 in 4355 Ib 6095 Ib 02 Use N = 3/4 In dia x Edge Distance Critical Edge Distance OK Spacing Critical Spacing OK Steel Govern 2 5 In embedment at slab | Design of HSS Strongback to Roof Connection Wall fc1 = 15 ksi t = 7 63 in Rm«™,.= 3001 Ib Tmax= 2144lb Try HILTIHY150" Threaded Rod (ICBO ER-5193) Anch Dia = Embed = Steel T^to, = Cone T.n», = 3/4 in 5 in 8 "'in 131/4 in 31/3 in See page 2 Reduced Tension = (1 r) * Rrool r Spacing Critical Spacing OK 8455 Ib 8330 Ib Concrete Govern 03 Use N = 4 Use4-3/4 In dia x In embedment at roof Design of HSS Stronqback to Wall Connection Anch Dia = 3/4 in H = 22 00 ft S= Pair of bolts spacing Ca = 1 33 V^= 1 876 Ibs W.,,' 171 plf Find Neutral Axis of the Composite Section t = 7 63 in b1= 24 in Ac = 183 00 in2 lc= 88664 in* (See Page 2) n= 1314 b= 6 in As = 5 24 in2 Is = 28 60 in" SP*) Y= [(Ac*tf2) + (n'A.)(t+b/2)]/[Ac+ (n'A.)] Y = 5 67 in (from outside face of concrete) Qs= (n-As)(b/2-M-Y) Qs= 341 in3 l= lc*(n*U + [A0'(Y-tC)2] + [(n'A,)'(b/2 + t Y)2] I = 3 584 in' V= V= 1 070 plf Vs = V/2 bolts = P= 171 Ib Ps = P/2bolts = t(S ' Vs) / (Cd • Vt)I + [(S ' Ps) / (Cd * R)I <= 1 0 = (0 047 + 0 008) * S <= 1 0 S = 220 72 in 535 Ibs/ bolt 85 Ibs/bolt Use 2 3/4 India x In embedment at slab at max 220inoc at wall I I I I I I I I I I I I I I I I II Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design - Detail 1/SD5 of^ '.~1~.Z~ Checked By Job No 28562 sheet No 7 *Rev No EXISTING BUILDING DATA t=«' *763 in Reveal =^?«ooo in PANEL PROPERTIES tone Wt = sy^j 70' pcf fc'= ;^1,500"pSI a,=^ h = ' hl=|: h2 = H = a2 = b,=* Ci =^ d,= 4200ft%v«s17 50 ft I^Vft 10*33 ft 450ft fr = 290 psi Ec = 2,208 ksi n= 1314 Remf =0^>.;CLX Spacing = "4240psm 375ft 375ft Critical Jamb at b1 SEISMIC ANALYSIS For b1 = 2 00 ft For d1 = 3 75 ft LOADS Roof DL = Roof LL =; Roof SL = Joist Length = Snow Drift = Girder DL = Girder LL = Girder SL = f2 = W18= W2s= 14 psf 20 psf o psf 8ft oplf Olb o Ib . .0 Ib 21 plf 39 plf Rfir = 233 Ibs at wall (Rp = 30) Rroof = 538 Ibs at wall (Rp = 30) RIU = 698 Ibs at connection (Rp = 1 0) Rroof = 1,614 Ibs at connection (Rp = 1 0) WIND ANALYSIS For d1 = 3 75 ft W = 68 plf Rnr = 552 Ib Rroof = 933 Ib p- (FOR INFIU- ONLr) I I I I I I I I I I I I I I I I I ( I Project HENRY.S - Carlsbad Prepared By «K Date 2/20/2009 Subject strongback Design - Detail 1/SD5 oflfK *-\~2 Checked By Job No 28562 Sheet No 7 Rev No TRY HSS SECTION STRONGBACK Section = HSS 6x4x1/4 Fy = 46 ksi Z = 8 53 in3 ls = 20 9 m4 Ss = 6 96 mJ LRFD (Eqn F1-1) Mp = Fy * 2 <= 1 5 * My My = Fy * SS 1 5 * My = Mp = 4>b * Mp = Mu A = 5wL4/384EI w = q *(b + W2/2) w = A = Aan= 17150 = (Section 1914 8 4) 392 38 k-m 320 k-m 480 k-in 392 k-m 353 k-m 64 k-m 1042 psf 39plf 0108 in 1 32 in Reduction Factor for Concrete r = Force reduction factor = Relative Rigidity (Concrete Vs Strongback) r = EC *lc/(Ec *lc + Es *ls) = Ic / (Ic + n *ls) 0 50 Ig = lcr = Ic, used = n = 443m4 129 in" 443 in4 3874 (The larger of 50%lg or Icr) I III I 1 I I I I I I I I I I I I ( I Project HENRYS Carlsbad Prepared KK By Subject Strongback Design - Detail 1/SD5 Checked By nflt* Job No 28562 Sheet No-^ T, Rev No Design of HSS Slrongback to Slab Connection Slab fc = 2 ksi 698 Ib 451 Ib Tiy H1LTIHY150 Threaded Rod (ICBO ER 5193) Anch Dia = Embed = Cmln = S = Sc,= 3/4 in 5 in i.~. 6 in 10 in 31/3 in 72/7 in 131/4 in 31/3 in See page 2 Reduced Shear = (1 -r) • R» Edge Distance Cntical Edge Distance OK Spacing Cntical Spacing OK Steel V.n»= 4355 Ib Cone V-ttt= 6095 Ib N,rtd = 01 Use N = 2 Steel Govern Use2-3/4 In dla x In embedment at slab Design of HSS Stronoback to Roof Connection Wall fc = 15 Ksi t= 763 in Rrc.1 ™x. = 1 614 Ib T™X= 1043|b Try HILTI-HY150 Threaded Rod (ICBO ER-5193) Anch Dia = Embed = S= .': %/'•• ' 3/4 in 5 in f, 8 • in 131/4 in 31/3 in See page 2 Reduced Tension = (1 r) • Spacing Cntical Spacing OK Steel !.»„ = 8455 Ib Cone Ttf^ = 8330 Ib Concrete Govern N^a = 01 Use N = 4 Use4-3/4 In dla x In embedment at roof Design of HSS Stronoback to Wall Connection Anch Dia = -3fs? ' 3/4 in H = 22 00 n S = Pair of bolts spacing Cd = 1 33 V^= 1 156 Ibs WM = 1 05 plf Find Neutral Axis of the Composite Section 1= 763 in b1= 24 in Ac= 18300 in2 Ic = 886 64 in4 V., =(R,. + Rm,)/2 «„, =(R» + (See Page 2) n= 1314 b= 6 in AS= 4 30 in2 Is = 20 90 in* (n-AJ] Y = 5 42 in (from outside face of concrete) Qs = (n • As) (b/2 + t Y) Qs = 294 in3 Y)2] I =3 164 in' V = 0 5 (V.^ * Qs / 1) • 12 V= 645 plf Vs = V/2bolls = P= 105 Ib Ps = P/2bolts = [(S • Vs) / (Cd * Vt)) + [(S ' Ps) / (Cd • R)] <= 1 0 (0028+ 0005CS <=10 S = 365 28 in 322 Ibs/ bolt 53 Ibs/ bolt Use 2 3/4 In dia x In embedment at slab at max 365 In o c at wall 1 i i i i i i i i i i i i i i i r i ••••HIHT K.S P.Consulting Engineers Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design - Detail Checked By 0 2/SD5 Job No 28562 Sheet No -7 <jf Rev No 0 EXISTING BUILDING DATA dl d2 PANEL PI t = Reveal = a, = h = a2 = d,= Critical J SEISMIC A For b1 = Fordl = Rnr = Rroof = Rroof = WIND ANA For d1 = w = Rflr = Rroof = MENSIONS PANEL PROPERTIES $^7 63* in )onc Wt =" Ljopcf ///^//6SS^ IP v o oo in fc' = v, i |bo psi 'yZy/V/ v§\S T 2'ooft Fy = " 60,ooo psi //yyyy$§S^ |; 17|oft fr = " 290 psi Y%yy$§§S If; ^7 50 ft Ec= 2,208 kSI //VX/y^KxVV 1000ft n= 1314 //^\ s/ ''k 2200 ft Remf = r'Ccl y ^y/ 4 50 ft Bar Size = # 5 // -X^v a1 2 00 ft Spacing = 2400 in /,/ \ ^^17 33 ft As= 031 ,n2 /// H' "200ft 1067ft LOADS 10 67 ft Roof DL = '';-• .,•? 14 psf RoofLL= "' lopsf amb at b1 Roof SL = ^ ,. ;; |;| ;;, 6 psf W2s Joist Length = " \"'S^20 ft Snow Drift = "o plf Birder DL = - Sglb p- .. Girder LL=;ri:'f 5" Ib <™ — -r Girder SL=f; |$ Ib f2 = *- 0 7 Wla NALYSIS 200ft W1s= 21 plf 1067ft W2S= 111 p|f ^ 377 Ibs at wall (Rp = 30) 1 ,432 Ibs at wall (Rp = 30) 1,131 Ibs at connection (Rp =10) 4,297 Ibs at connection (Rp = 10) w LYSIS 1067ft 10° nlf 1,569lb 2,655 Ib \\\v «\v\v °i',. >il FF\\\\ ° b2 — — — 3Rr V4JZ -C Rflr o .1C LOADS • — • WD_Rr JZ Rflr Q W1NTX LOADS 1 ( nranmi H•ijHB | !'BIK.S.PConsulting E 1 (BBSf Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009jSggm Jag--" Subject Strongback Design - Detail Checked By .0 nBj! 2/SD5 jlQl Job No 28562 Sheet No -7 a Rev No 0 Engineers TRY HSS SECTION STRONGBACK _ Section = >' i HSS 6 x 6 x 1 /4l& 1 1 Fy = 46 ksi p^ <r ? Z= 11 2 in3 ^~L I -- oo c in * ' fs "• ^O o "' * Ss = 9 54 inJ LRFD (Eqn F1-1) Mp = Fy * Z <= 1 5 * My 1 My 1 <] 1 Fy*Z= 515 2 k-m = Fy * Ss 439 k-m 5 * My = 658 k-m Mp= 515 k-m 5>b * Mp = 464 k-m MU 385 k-in I— "lil^ I A = 5wL4/384EI I w = q *{b + W2/2) q= 1042psf 1 Aall = w= 111 plf A = 0 223 in l_/150= 1 32 in (Section 1914 8 4) Reduction Factor for Concrete r = Force reduction factor = Relative Rigidity (Concrete Vs Strongback) • r = EC *lc/(Ec *lc + Es *ls) = Ic / (Ic + n *ls) 0 50 Ig = 443 in4 | lcr= 148 in4 Ic, used = 443 in4 (The larger of 50%lg or Icr) _ r = Ic / (Ic H 1 1 1 n = 38 74 - n *ls) = |lSli£.6,29| I I I I I I I I I I I I I I I I II I Project HENRYS-Carlsbad Prepared KK Date By 2/20/2009 Subject Strongback Design Detail 2/SD5 Checked By Job No 28562 Sheet No Rev No Design of HSS Stronaback to Slab Connection Slab fc = 2 ksi t = ,..-,; . 6 in R» ™» = 1 569 Ib V™»= 1120lb Try HILTI-HY150 Threaded Rod (ICBO ER 5193) See page 2 Reduced Shear = (1 r)" R,, „ Anch Dia = Embed = s = 3/4 in 5 in 6 V>,; in 10 in 31/3 in 8 1/4 in 131/4 in 31/3 in Edge Distance Cntical Edge Distance OK Spacing Cntical Spacing OK Steel Vnio,, = 4355 Ib Steel Govern Cone 6095 Ib a = 03 Use N = 2 In embedment at slab Deslan of HSS Stronaback to Roof Connection Wall fc = 15 ksi t = 7 63 in R«*™,= 4297 Ib T,™ = 3 069 Ib Try HILTI-HY150 Threaded Rod (ICBO ER 5193) Anch Dia = Embed Smln = Steel Tu Cone Td - 3/4 in 5 in 8 in 131/4 in 31/3 in 8455 Ib 8330 Ib 04 See page 2 Reduced Tension = (1 r) * Rm Spacing Cntical Spacing OK Concrete Govern Use N = 4 Use i 3/4 in dla x in embedment at roof Design of HSS Stronaback to Wall Connection Anch Dia = • 3/4 in H = 22 00 ft S = Pair of bolts spacing Ca = 1 33 V«g= 2714 Ibs Wava= 247 plf Find Neutral Axis of the Composite Section t = 7 63 in n = b1= 24 in b = Ac= 18300m2 As = Ic = 886 64 in4 Is = (See Page 2) 1314 6m 5 24 in2 28 60 in4 V * Y= [(Ac't/2) + (n'A.)(t+W2)]/[Ac+ (n'A.)] Y = 5 67 in (from outside face of concrete) Qs= (n'As)(b/2-i-t-Y) Qs= 341 in3 l= lo + fn'I.J + K'Or'-tCjVKn'A.J'tb/Z + t-Y) I = 3 584 in4 V= 05(V»,'Qs/l)'12 V= 1548 plf Vs = V/2bolts =P= 247 Ib Ps = P/2bolts = [(S * Vs) / (Cd * Vt)] + [(S' Ps) / (Cd • R)] <= 1 0 = (0068+ 0011)'S <=10 S = 152 54 in 774 Ibs/bolt 123 Ibs/ bolt Use2-3/4 In dla x 5 In embedment at slab at max 152lnoc at wall | 1 ' l!nS™;i K.S.PConsulting ! 1 Ei ; i i i i i i i s F 1 1 1 . F i i mHri ?PB! ggM Project HENRY.S - Carlsbad Prepared By £=2B 5MB Subject Strongback Design - Detail Checked By miKl 4/SD5 KK Date 2/20/2009 0 USB! Job No 28562 Sheet No "7. |\ Rev No 0 EXISTING BUILDING DATA >ANEL DIMENSIONS PANEL PROPERTIES t = -^ 63 in lone Wt = - 70 pcf Reveal = ;odom fc' = 1,500 psi a, = -|f:t|j oo ft F, = eo.ooo psi h = "" 10 00 ft fr = 290 psi hi= 1000ft Ec= 2,208 kSI h2= oooft n= 1314 H= 10*00 ft Remf = s CL a2 = o oo ft Bar Size = , # 5 bi = 2 oo ft Spacing = 24 oo in Ci = 1400 ft As= 031 m2 b2 = | -..4200 ft di = 9 00 ft LOADS d2= gooft RoofDL= , 14 psf Roof LL = 20 psf Intical Jamb at b1 Roof SL = 0 psf Joist Length =^ 205 ft Snow Drift = , ; 0 plf Girder DL = ! " o Ib Girder LL = :f f-r 0 .Ib Girder SL = ^ 0 Ib f2 = ,.: ,: iO 7 EISMIC ANALYSIS orbl = 200 ft W1s= 21 plf ord1= 900ft W2S= 94 plf Rfir= 125 Ibs at wall (Rp = 30) Rroof = 125 Ibs at wall (Rp = 30) Rfir = 375 Ibs at connection (Rp = 1 0) Rro0f = 375 Ibs at connection (Rp = 1 0) fIND ANALYSIS or d1 = 9 00 ft W= 162 plf Rf.r= 810lb Rroof = 810 Ib dl d2 'V 1 b1 E=- H X c1 ^ (FOR INFILL ONLY WIs SEiSi w ^^^ 3\\\\I-.. ^s>^\ ° b2 — w K_L ^ fc CMD ftr (N Rflr 0 PADS o Rflr o 1 1/ imammi5*?S55 I [H:!•= | !:B5K.S.PConsulting 1 •••••1 IBS! Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 SBJB !^S5 SubJect Strongback Design - Detail Checked By 0 SIK 4/SD5 Hjg| Job No 28562 Sheet No y _ i^. Rev No 0 Engineers TRY HISS SECTION STRONGBACK _ Section = HSS6x4x1/4! r^ JT L\ 1 V T ' •- 'Fy = 46 ksi ^ j. Z = 8 53 in3 ^ -2 ls = 20 9 In" Ss = 6 96 mJ _ LRFD (Eqn F1-1) Mp = Fy * Z <= 1 5 * My 1 My 1 c1 Fy * Z = 392 38 k-m = Fy * Ss 320 k-m 5 * My = 480 k-m Mp = 392 k-m i>b * MP = 353 k-m Mu 51 k-m A = 5wL4/384EI • w=q*(b + V 1 Aall = Va/2) q= 1042psf w = 94 plf A = 0 023 in L/150= 072 in (Section 1914 8 4) Reduction Factor for Concrete r = Force reduction factor = Relative Rigidity (Concrete Vs Strongback) • r = EC *lc/(Ec *lc + Es *ls) = Ic / (Ic + n *ls) 0 50 Ig = 443 in4 | lcr= 128m4 Ic, used = 443 in4 (The larger of 50%lg or Icr) _ r=lc/(lc- 1 n=w 3874 n *|e\ — "' "'"""'•'"•'ft-^'ki1^7 |-"' ' •w*wE7J I I I I I I I I I I I I I I I I I I I HENRYS Carlsbad Prepared KK By 2/20/2009 Subject Strongback Design - Detail 4/SD5 Checked By- Job No 28562 Sheet No 'Rev No Design of HSS Stronqback to Slab Connection Slab fc = 2 ksi t= 6 in R» im. = 810 Ib V™,= 523 Ib Try HILTI-HY150 Threaded Rod (ICBO ER 5193) Anch Dia = Embed = C = S = So,= ; 3/4 in 5 in 6 in 10 in 31/3 in 72/7 in 13 1/4 in 31/3 in See page 2 Reduced Shear = (1-r) • R» Edge Distance Cntical Edge Distance OK Spacing Cntical Spacing OK Steel Vdta, = 4355 Ib Cone VUBW= 6095 Ib N^a = 01 Use N = 2 Steel Govern Use 2-3/4 In dia x In embedment at slab Design of HSS Stronqback to Roof Connection Wall fc = 1 5 ksi t = 7 63 in Rrcof m«. = 810 Ib Tm» = 523 Ib Try HILTIHY150 Threaded Rod (ICBO ER 5193) Anch Dia = Embed = 3/4 in 5 in 8 i. in 13 1/4 in 31/3 in See page 2 Reduced Tension = (1-r) * Spacing Cntical Spacing OK Steel ^10,= 8455 Cone T.na,= 8330 Ib Concrete Govern Use N = 4 in embedment at roof Design of HSS Strongback to Wall Connection Anch Dia = • •' 3/4 in H = 10 00 ft S = Pair of bolts spacing Cd = 1 33 V^= 375 Ibs V^=(R» W^,= 75 plf »„, =(Rn, Find Neutral Axis of the Composite Section t= 7 63 in n= 1314 b1= 24 in b= 6 in AC= 18300m2 AS= 4 30 in2 Ic = 886 64 in4 Is = 20 90 in4 (See Page 2) P<rf 50s? (n-AJ] Y = 5 42 in (from outside face of concrete) Qs = (n • As) (b/2 + 1 Y) Qs = 294 in3 I = lc + (n • U + [A,' (Y-W2)2] + [(n* A,)- (b/2 + t- Y)2] I = 3 164 in4 V= 209 plf Vs = V/2bolts = P= 75 Ib Ps=P/2bolts = [(S ' Vs) / (Cd ' Vt)] + [(S * Ps) / (Cd * Pt)l <= 1 0 (0 009 + 0 003) ' S <= 1 0 S = 959 36 in 105 Ibs/bolt 38 Ibs/bolt 3/4 In dla x 5 In embedment at slab at max 959lnoc at wall | I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i K.S P. Consulting Engineers EXISTING PANEL PI t = Reveal = 81 = h2 = H = a2 = b,= Ci = b2 = d,= d2 = Critical Jc SEISMIC A For b1 = For dl = Rnr = Rroof = Rroof = WIND ANA Fordl = W = Rfir = Rroof = Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design - Detail Checked By 0 5/SD5 Job No 28562 sheet No <j \ £f- Rev No 0 BUILDING DATA dl d2 MENSIONS PANEL PROPERTIES ,%-;763in tone Wt = li * ;70 pcf ///////K\\\X ^ioom fc' = ^i,5o|psi YZ/ffffi^ ;!' OO' ft Fy = f 60,000 psi /////// iVVV\ ^f 17 50 ft fr = 290 psi /vvyyxvv^ ?• ; J17.50 ft Ec = 2,208 kSI /^VX/^Kv^ ioooft n= 1314 ^'X\ / •- $ 17 50 ft Remf =|| CL^ y ^y/ ooo ft Bar Size = Jr*# '"5, y /^\^ -ifooft Spacing =K 24 no in /,/ \ 16J).p"ft As= 031 m2 ^< .';^0oft bi d 1000ft LOADS 10 00 ft Roof DL = !j^<M4' psf Roof LL=J % 20'psf smb at b1 Roof SL = 1 '••'<• o psf m Joist Length =f ^2e ft Snow Drift = * ' *p to plf Girder DL=^; bib p~ •- Girder LL = f^polb (™ — »" Girder SL=:^:fJ'\b f2=^^?6*7s, w" NALYSIS 200ft W1s= 21 plf 1000ft W2s= 104 plf ^ 417 Ibs at wall (Rp = 3 0) 823 Ibs at wall (Rp - 3 0) 1 ,251 Ibs at connection (Rp = 1 0) 2,469 Ibs at connection (Rp = 10) w LYSIS 1000ft 1RD nlf \\\\ Mvvv\> °I'.. Is.^ - b2 — — _, CM0Rr OJ JZ Rflr D ^IC LOADS 1,575 Ib 1,575lb JBM (NDRr JZ Rflr *o ^J.DAP5 1 1 I |M!•= I iiiSK.S.PConsulting 1 mmi Bag! Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 messa Sub)ect Strongback Design - Detail Checked By 0 SlK 5/SD5 mfgj Job No 28562 Sheet No <-7 ^- Rev No 0 Engineers : TRY HSS SECTION STRONGBACK p _ Section = HSS 6x6x1/4 b r" ' 1 F'= 46ks.' ! ' T7T~Z= 112 mj ' «/^ U = 28 6 in" Ss = 9 54 mJ _ LRFD (Eqn F1-1) Mp = Fy * Z <= 1 5 * My 1 My 1 <j 1 Fy*Z= 515 2 k-m = Fy * Ss 439 k-m 5 * My = 658 k-m Mp= 51 5 k-m ^b * MP = 464 k-m Mu 217 k-m illl!?:!--] A = 5wL4/384EI I w = q *(b + W2/2) q= 1042psf 1 w= 104 plf A= 0210m L/150= 132m p^r^ (Section 191 4 8 4) I Reduction Factor for Concrete r = Force reduction factor = Relative Rigidity (Concrete Vs Strongback) • r = EC *lc/(Ec *lc + Es *ls) = Ic / (Ic + n *ls) 0 50 Ig = 443 in4 | lcr= 138m4 Ic, used = 443 in4 (The larger of 50%lg or Icr) I r = Ic / (Ic •* 1 1 1 n= 3£74 I I I I I I I I I I I I I I I I II I Project Prepared KK By 2/20/2009 Subject Strongback Design Detail 5/SD5 Checked By- Job No 28562 Sheet No •Rev No Design of HSS Stronoback to Slab Connection Slab fc = 2 ksi t = ,s 6 in Rr» mo. = 1 575 Ib V™,= 1 125 Ib Try HILTI-HY150 Threaded Rod (ICBO ER 5193) See page 2 Reduced Shear = (1-r) * R,,, Anch Dia = '^ Embed = c= ; Cc,= C™ = S = Sc,= S™,= Steel V.,*, = Cone M^a,- Nw = 1 Use 2 1?, "C3/4 in 5 in 8ft-. 6 K in 10 in 31/3 in 8 1/4 in 131/4 in 31/3 in 4355 Ib 6095 Ib 03 UseN = 3/4 In dia x Edge Distance Critical Edge Distance OK Spacing Critical Spacing OK Steel Govern 2 5 In embedment at slab I Design of HSS Stronaback to Roof Connection Wall fc = 15 ksi t = 7 63 in R™* m». = 2 469 Ib T™, = 1 764 Ib Try HILTI-HY150 Threaded Rod (ICBO ER-5193) Anch Dia = Is! . - ?3/4 in Embed = 5 in S = '...!. •"•. B .. in Sc,= 131/4 in See page 2 Reduced Tension = (1 r)" 31/3 in Spacing Critical Spacing OK D-e Steel T.n Cone TM 8455 Ib 8330 Ib Concrete Govern 02 Use N = 4 Use4-3/4 In dia x In embedment at roof Design of HSS Stronaback to Wall Connection Anch Dia = ^iZfff:^ 3/4 in H= 1750 ft S= Pair of bolts spacing Cd = 1 33 VTO = 1 860 Ibs W^= 213 plf Find Neutral Axis of the Composite Section t= 7 63 in n= b1= 24 in b = AC= 18300 in2 As= Ic = 886 64 in4 Is = (See Page 2) , =(Rn + 1314 6 in 524 in2 28 60 in4 (n'A.)] (from outside face of concrete) Y) Y= [(Ac-U2) + (n' Y = 5 67 in Qs = (n • As) (b/2 + 1 Qs= 341 in3 l= lc*(n'l.) + [Ac' I = 3 584 in4 V= V= 1061 plf Vs = V/2bolts = P= 213 Ib Ps = P/2bolts = KS * Vs) / (Cd • Vt)] + |(S • Ps) / (Cd • Pt)] <= 1 0 (0046* 0010)'S <=10 S = 214 76 in 531 Ibs/bolt 106 Ibs/ bolt 3/4 In dia x In embedment at slab at max 214 In o c at wall I I I I I I I I I I I I I I I I I ( I Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design - Detail Checked By 6/SD5 Job No 28562 Sheet No Rev No EXISTING BUILDING DATA PANEL DIMENSIONS t = ^7 63 in Reveal = 3-,;> opo in a,= ^.200, ft h = / lioooft hi = loop ft h2= ooo ft PANEL PROPERTIES tone Wt = jpj-70*pcf fc =-\4;1,500 psi~'=J^O'°°CPSI H = a2 = bi:° b2 = d,= jooo'ft oooft vioop,ft ,.xi2(x/ft " 7 00 ft 700ft Critical Jamb at b1 SEISMIC ANALYSIS For b1 = 2 00 ft For d1 = 7 00 ft fr = n = Remf =1 Bar Size = | Spacing = As = : LOADS Roof DL = . RoofLL=?2 Roof SL = j Joist Length = j Snow Drift = ^ Girder DL = Girder LL = :^., Girder SL=M f2=. W,.= W2s = 290 psi 2,208 kSI 1314 / *CL |. # 5V ••**i* 24 00 in '"031 ,n2 14 psf 20 psf o psf 8ft opif olb olb olb 07 21 plf 73 plf Rfir = 125 Ibs at wall (Rp = 30) Rroof = 125 Ibs at wall (Rp = 30) Rnr = 375 Ibs at connection (Rp = 1 0) Rro0f = 375 Ibs at connection (Rp =10) WIND ANALYSIS For d1 = 7 00 ft W= 126 plf Rnr = 630 Ib Rroo( = 630 Ib (FOR INRLL ONLY) WIMP LOADS I I I I I I I I I I I I I I I I I I I Project HENRY.S - Carlsbad Prepared By KK Date 2/20/2009 Subject Strongback Design - Detail Checked By 6/SD5 Job No 28562 Sheet No Rev No TRY HSS SECTION STRONGBACK Section = ' *HSS 6 x 4 x 114 Fy = 46 ksi Z = 8 53 in3 's = S.= LRFD(EqnFM) Mp = A w F * 7 -ry £.- My = Fy * Ss 1 5 * My = ^Mp = Mu = 5wL4/384EI = q *(b + W2/2) q = W = A = Aall = L/150 = 209 m 6 96 mJ Fy * Z <= 1 5 * My 392 38 k-m 320 k-m 480 k-m 392 k-m 353 k-m 34 k-m 1042 psf 73plf 0018 in 072 in !P"ii (Section 1914 8 4) Reduction Factor for Concrete r = Force reduction factor = Relative Rigidity (Concrete Vs Strongback) r = EC *lc/(Ec *lc + Es *ls) = Ic / (Ic + n *ls) 0 50 Ig = lcr = Ic, used = n = r=lc/(lc + n*ls)=| 443 in4 123 in4 443m4 3874 (The larger of 50%lg or Icr) I I I I I I I I I I I I I I I I I / I Project HENRY S-CartSbad Prepared «K 2/20/2009 Subject Strongback Design - Detail 6/SD5 Checked By 28562 Sheet No "7 Design of HSS Stronoback to SlabConnectlon Slab fc = 2 ksi t = .. i , •- 6 tn R» n«« = 630 Ib vm» = 407 Ib Try HILTI-HY150 Threaded Rod (ICBO ER-5193) Anch Dia = Embed = C = CCT = Cmln = s = Sc,= 3/4 in 5 in 6 in 10 in 31/3 in 72/7 in 131/4 in 31/3 in See page 2 Reduced Shear = (1-r) • Rn „ Edge Distance Cntical Edge Distance OK Spacing Cntical Spacing OK Steel Va,|OW= 4355 ib Cone Vakm= 6095 Ib N,«d= 01 UseN=2 Steel Govern Use 2 3/4 In dla x in embedment at slab Design of HSS Stronoback to Roof Connection Wall fc = 1 5 ksi t= 763 in Rrooi MX = 630 Ib Tm» = 407 Ib Try HILTI-HY150 Threaded Rod (ICBO ER 5193) Anch Dia Embed = S = -i Sc,= S__ = 3/4 in 5 in , 8 in 131/4 in 31/3 in See page 2 Reduced Tension = (1 r) * Spacing Cntical Spacing OK Steel Jotan = 8455 Ib Cone JttoH = 8330 Ib Concrete Govern Nnafd = 00 Use N = 4 Use 4-3/4 In dia x In embedment at roof Design of HSS Stronaback to Wall Connection Anch Dia= 3/4 in H = 10 00 n S= Pair of bolts spacing Ca = 1 33 vms= 375 Ibs Wa^= 75 plf Find Neutral Axis of the Composite Section t= 763 in n= 1314 b1= 24 in b= 6 in Ac= 18300m2 As= 4 30 in2 lc= 88664 in4 ls= 2090 in4 V.,, =(Rn + R™,,)/2 (See Page 2) r"~ ' (n'AJ] Y = 5 42 in (from outside face of concrete) Qs= (n'As)(b/2-M-Y) Qs = 294 in3 3 164 in" V= OSO/^'Qs/l)'^ V = 209 plf Vs = V / 2 bolts = 105 Ibs/ bolt P= 75 Ib Ps = P/2 bolts = 38 Ibs/bolt [(S' Vs) / (Cd' Vt)] + [(S' Ps) / (Cd * Pt)] <= 1 0 = (0 009 * 0 003) * S <= 1 0 S = 959 36 in 3/4 in dia x In embedment at slab at max 1 1 1 1 1 1 1 1 1 1 1 1 1 • 1 1 1 HKSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 K.BP Fax (949)380-3771 Const wg C "1"**^ Steel Beam Design '*?: . • '•'%%>• ' "f • --Z& ' W •' ' -,•' ••'•• 5 " '. *,, ** '. •••• • ' ' .... '• \. •' ' *• ILi(«#»^KW06004683*:i^^^>-P'0:;^^«;'^M:-^".'54s--;fcrl;-H'» Description Beam Detail 2/SD5 Material Properties Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job# 28562 Printed 20FEB2009 1118AM "'• , •.-..• •*""•' :-:File H \Uttle & Associates\Henry's\Henty s - Cartsbad\hanry's- cartsbad ec6 I :"'S;: /^fe. ' .:; y i .' eP: ENERCAL<5fel983-2008,Ver6(f2T | •*,(*;, -;.. -:»; ?•«&*: :^-o.s. - .-••«-, License Owner: KSP CONSUkTING ENGINEERS Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method Allowable Stress Design Fy Steel Yield Beam Bracing Beam is Fully Braced against lateral-torsion buckling E Modulus Bending Axis Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(9) Lr2 5) 46 0 ksi 29,000 0 ksi ' ' '• ::-1"-"J/ '"'"."'/ '-n'^;- ''yt/'-'-C'''^ -:•';-;-; " •' .-' V-" -l'v-.- • \*"^ : A HSS12X6X1/4 Applied Loads Beam self weiqht calculated and added to loads Load(s) for Span Number 1 PomtLoad D = 90, Lr = 250k@750ft DES/GN SUMMARY Maximum Bending Stress Ratio = 0616 1 Section used for this span HSS1 2X6X1/4 Mu Applied 43946k-ft Mn / Omega Allowable 71 387 k-ft Load Combination +D+Lr+H Location of maximum on span 7 500ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 070 in Max Upward L+Lr+S Deflection 0 000 in Live Load Deflection Ratio 2575 Max Downward Total Deflection 0 329 in Max Upward Total Deflection 0 000 in Total Deflection Ratio 546 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Mmax + Overall MAXimum Envelope Dsgn L= 1500ft 1 0616 0069 4395 Dsgn L= 1500ft 1 0616 0069 4395 Overall Maximum Deflections • Unfactored Loads , Span = 150ft * Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio = Section used for this span Vu Applied Vn/Omega Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mmax- Ma -Max Mnx Omega'Mnx Cb 4395 11922 7139 100 4395 11922 7139 100 Load Combination Span Max "-" Defl Location in Span Load Combination D-H.-HJ- 1 03291 7575 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max Downward Defl D Only 1 0 2592 LrOnly 1 00699 D-i+U 1 0 3291 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 5969 5969 DOnly 4719 4719 LrOnly 1250 1250 D-^+Lr 5 969 5 969 Location in Span Max Upward Defl 7 575 0 0000 7 500 0 0000 7 575 0 0000 Support notation Far left is #1 ^M Desian OK 0069 1 HSS12X6X1/4 59690 k 870353 k +D+Lr+H 0000 ft Span # 1 Summary of Shear Values Rm VaMax Vnx Omega*Vnx 100 597 14535 8704 100 597 14535 8704 Max "+" Defl Location in Span 00000 0000 Location in Span 0000 0000 0000 | B|KJ||5i KSP Consulting Engineers, Inc ||f|j§fj 25341 Commercentre Dr , Suite #100 II^Kij Lake Forest, Ca , 92630 • Hiimj Off106 (94g) 380-3970• BHHBaaj pax (94g) 380.3771 IH CDrw*reCBi"Wri ' Steel Beam •besign^'.'.S- ' -^1^'"'%; «> || K|| 1 •• Lie. # : KW-06004683 . ,,j ,- •. -^ .. : A ^ , •& - :.:*ftV H Descnption Beam Detail 2/SD5 _ Steel Section Properties HSS12X6X1/4 ,; ^; • Depth = 12000 in Ixx ^ • Sxx Width = 6000 in Rxx • Wall Thick = 0233 in Zx Area = 8030 mA2 lyy = Weight = 29195 plf Syy Ryy | Ycg = 6000 in 1 1 1 1 1 1 1 1 1 1 1 ( 1 Title HENRY'S -Calsbad Job* 28562 Dsgnr KK Project Desc *7? IProject Notes / <-- \ Printed 20FEB2009 1118AM s: s '. !i File H \UtIe & Ass6ciates\Heniy's\Henry's - Carlsbad\hanry's- carisbad ec6 ; bilS:^!'f;r/fc' ,i.-s,,..ji'^:i;.,' '«! >, '•:"'" :'*ENERCALb; INC 1983-2008. Ver .6 021 | ,wV^ ;% /^S^; License Owner : KSP CONSUILTING ENGINEERS 15100mA4 J = 124000mA4 25 20 mA3 Cw = 0 25 in*6 4340 in 31 100 mA3 51 900 mA4 C = 31 600 mA3 17300 mA3 2 540 in 19 300 mA3 s 1 1 p£i i i i i i i i i | 2'-0" I1Sliding Restraint • #0@0 in _ @Toe T 5y/ / ^^^ i 1 ^1 8 in Mas w/ #6 (3) 16 in o/c Solid Grout, Spc Insp 5888Ss«m <xx$ $w$1 * Designer select #0@0 m oil hrtri-r rcainf I *—* dll 1 IWI 1^. 1 ^*ll II @HeelSeeAPPendlxA ^8888888888888888888888^ • KXXXXXXXXXJOOOOOOOOOOvw • . •;.- I 'sfy/4 vk \ ^././,Y, /> \ \ , 4'-0" "^"23/4" |P • •v . \ • < • i • •' • '« 3'-3" ^ ^ P^^ 1 J 1 ' 5'-4" 2" r J L 1'-4" 3" 1 i i 9'-4" ' :igJBJB^iigsiBB To specify your own Title Wall-1, Del 5/SD2 IHjtSpi==^lS special title block here, Job# 28562 Dsgnr KK Da |m|g|!|||^gi| use the "Settings" screen Description |^^5SlS3BHSH and enter your title block s£iS«Sfemn™-^ information Th|s Wg|| m R|e h y|tt|e & associates\he / Retain Pro 2007 , 16-Apr-2008 (c) 1989-20081 www retampro com/support for latest release Cantilevered Retaining Wall Design • Registration # RP-1168925 2007013 ° 1 1 1 1 1 1 1 1 1 1 1 / 1 s1 1 i i Criteria fc Retained Height = 5 33 ft wan neignt aoove son - 4 uu tt Slope Behind Wall = 000 1 Height of Soil over Toe = 24 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf Vertical component of active lateral soil pressure options USED for Soil Pressure USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads fc Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in | Earth Pressure Seismic Load fc Design Kh =0 330 g Using Mononobe-Okabe / Seed-Whitman proced Soil Data fc Allow Soil Bearing = 1 ,500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45 0 psf/ft Toe Active Pressure = 45 0 psf/ft Passive Pressure = 200 0 psf/ft Soil Density, Heel = 1 10 00 pcf Soil Density, Toe 0 00 pcf Footing||Soil Friction = 0 250 Soil height to ignore for passive pressure = 0 00 in Page 0 < 2- te FEB 18,2009 iry's\henry's - carl Code CBC 2007 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Mm As % Cover @ Top = 2 00 in @ Lateral Load Applied to Stem fc | Adjacent Footing Load Lateral Load = 0 0 #/ft Height to Top = 0 00 ft Height to Bottom = 0 00 ft Kae for seismic earth pressure = 0717 Ka for static earth pressure - 0 362 Difference Kae - Ka =0 355ure Stem Weight Seismic Load fc Fp / wp weight Multiplier = o 328 g *Design Summary | Vail Stability Ratios Overturning = 1 84 OK Slab Resists All Sliding ' rotal Bearing Load = 2,773 Ibs resultant ecc = 1023 in Soil Pressure @ Toe = 1,122 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable \CI Factored @ Toe = 1,147 psf \CI Factored @ Heel = 0 psf Footing Shear @ Toe = 3 9 psi OK Footing Shear @ Heel = 9 6 psi OK Allowable = 82 2 psi idmg Calcs Slab Resists All Sliding i .ateral Sliding Force = 1 ,534 8 Ibs 3ad Factors Building Code CBC 2007 Dead Load 1 200 Live Load 1 600 Earth, H 1 600 Wind, W 1 600 Seismic, F. 1 000 Stem Construction fc Top stem Adjacent Footing Load Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type at Back of Wall Poisson's Ratio = Added seismic base force Added seismic base force Strengths fc 325ft 1 75 500 1600m 000 in 000m 000ft 60,000 psi 150 00 pcf 00018 Btm = 3 00 m •OOlbs 000ft 000 in 000ft Line Load 00ft 0300 61 6 3 Ibs 169 5 Ibs Design Height Above Ft£ ft = 0 00 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #6 Rebar Spacing = 1600 Rebar Placed at = Edge fb/FB + fa/Fa = 1 050 Total Force @ Section Ibs = 1,1130 Moment Actual ft-#= 3,1273 Moment Allowable = 2,9772 Shear Actual psi= 177 Shear Allowable psi= 51 5 Wall Weight = 78 0 Rebar Depth 'd1 m= 525 LAP SPLICE IF ABOVE in = 54 00 LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG m = 7 67 fm~ * psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Use Full Stresses = Yes Modular Ratio 'n1 = 21 48 Short Term Factor = 1 330 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Ddld f c psi = Fy psi = I I I I I I I I ( I To specify your own special title block here, use the "Settings" screen and enter your title block information Title Wall-1,Det5/SD2 Job # 28562 Dsgnr Description KK Page Date FEB 18,2009 This Wall in File h \httle & associates\henry's\henry's - carl /•' Retain Pro 2007 , 16-Apr-2008, (c) 1 989-2008( www retainpro com/support for latest release Cantilevered Retaining Wall Design Code CBC 2007 • Registration* RP-1 168925 2007013 ° ° 1 1 1 1 Footing Design Results | Toe Heel Factored Pressure = 1,147 0 psf Mu1 Upward = 5,153 66 ft-# Mu' Downward = 2,942 1,449ft-# Mu Design = 2,211 1,383ft-# Actual 1 -Way Shear = 386 961psi Allow! -Way Shear = 8216 82 16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacmgs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment tern Ibs ft ft-# Ibs ft ft-# ™ Heel Active Pressure = 999 0 2 22 Toe Active Pressure = -250 0 111 • Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = 1 Seismic Earth Load = 6163 400 Seismic Stem Self Wt = 1695 600 Total = 1,5348 OTM = • Resisting/Overturning Ratio = Vertical Loads used for Soil Pressure = 2,773 2,2189 Soil Over Heel = 6352 446 2,8317 -277 8 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0 00 Soil Over Toe _ ^ gg 2,464 0 Surcharge Over Toe _ 1,0166 Stem Weight(s) = 7277 3 58 26077 5,4217 Footing Weighl = 1 QQQ Q 2&Q 25QQQ 1 84 Key Weight _ 3 Ibs Vert Component = 41£M 5 QQ 2Q522 Total = 2,773 3 Ibs R M = 9,991 7• Vertical component of active pressure used for soil pressure n,= Cir^MCD MOTCQ I I(I I * 8 in Mas w/ #6 @ 16 in o/c Solid Grout, Spc Insp I I I I I I 2'-0" Slid i no RestraintWI1UII tJJ IWVtl Ull Ik I I I I I I I #0@0 in @Toe Designer select all honz remf l^eei See Appendix A 4'-0" 6'-0" 2'-0" r-4" 3" 3'-0" 1sBJSggSBB^g To specify your own Title Wall-2, Del 5A/SD2 !MJ5Sils^8§ special title block here, Job* 28562 Dsgnr KK Ds ?8SS||||S|jgB use the "Settings" screen Description I^^RsfsBBSi! and enter your title block S^^r^>£nD. information This Wall in File h \little & associates\hei / Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008i www retampro com/support for latest release Cantilevered Retaining Wall Design • Registration # RP-1 168925 2007013 1 1 1 1 1 1 1 1 1 , 1 1 1 / 1 s1 1 u i i Criteria | Retained Height = 2 00 ft wall neignt above sou - 4 uu n Slope Behind Wall = 0 00 1 Height of Soil over Toe = 24 00 in Water height over heel = 0 0 ft Wind on Stem = 0 0 psf Vertical component of active lateral soil pressure options USED for Soil Pressure USED for Sliding Resistance USED for Overturning Resistance Surcharge Loads | Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Earth Pressure Seismic Load | Design Kh - 0 330 g Using Mononobe-Okabe / Seed-Whitman p raced Soil Data ) Allow Soil Bearing = 1 ,500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45 0 psf/ft Toe Active Pressure = 45 0 psf/ft Passive Pressure = 200 0 psf/ft Soil Density, Heel = 1 10 00 pcf Soil Density, Toe 0 00 pcf Footmg||Soil Friction = 0 250 Soil height to ignore for passive pressure = 0 00 in Lateral Load Applied to Stem | Lateral Load = 0 0 #/ft Height to Top = 0 00 ft Height to Bottom = 0 00 ft Kae for seismic earth pressure = 0717 Ka for static earth pressure - 0 362 Difference Kae - Ka =0 355 ure Stem Weight Seismic Load j PP / vvp We.ght Multiplier = o 328 g *Design Summary 1 Vail Stability Ratios Overturning = 325 OK Slab Resists All Sliding ' Fotal Bearing Load = 1 ,409 Ibs resultant ecc = 3 06 in Soil Pressure @ Toe = 709 psf OK Soil Pressure @ Heel = 230 psf OK Allowable = 1,500psf Soil Pressure Less Than Allowable \C\ Factored @ Toe = 789 psf i\CI Factored @ Heel = 256 psf Footing Shear @ Toe = 0 7 psi OK Footing Shear @ Heel = 2 0 psi OK Allowable = 82 2 psi idmg Calcs Slab Resists All Sliding i .ateral Sliding Force = 263 2 Ibs ?ad Factors Building Code CBC 2007 Dead Load 1 200 Live Load 1 600 Earth, H 1 600 Wind, W 1 600 Seismic, E 1 000 Stem Construction | Top Stem Paae O tt te FEB 18,2009 iry'sXhenry's - carl Code CBC 2007 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density = Mm As % Cover @ Top = 2 00 in @ Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Added seismic base force Added seismic base force Strengths 125ft 1 75 300 16 00 in 000 in 000 in 000ft 60,000 psi 150 00 pcf 00018 Btm = 3 00 in | 00 Ibs 000ft 000 in 000ft Line Load 00ft 0300 154 2 Ibs 1090 Ibs \ Design Height Above Ftc ft = 0 00 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #6 Rebar Spacing = 1600 Rebar Placed at = Edge fb/FB + fa/Fa = 0132 Total Force @ Section Ibs = 164 5 Moment Actual ft-#= 3936 Moment Allowable = 2,9772 Shear Actual psi = 25 Shear Allowable psi= 51 5 Wall Weight = 78 0 Rebar Depth 'd' m= 525 LAP SPLICE IF ABOVE in = 36 00 LAP SPLICE IF BELOW m = HOOK EMBED INTO FTG in = 7 67 fin""*" psi= 1,500 Fs psi = 20,000 Solid Grouting = Yes Use Full Stresses = Yes Modular Ratio 'n1 = 21 48 Short Term Factor = 1 330 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Dataf c psi = Fy psi = 1 1 *JBB5p^B^I§^ To sPecify your own Title Wall-2, Det 5A/ fl&Ar^n..^_ information Jh|s Wg|| m R|e ( Retain Pro 2007 16-Apr-2008, (c) 1989-2008 www retampro com/support for latest release CantllCVCred Retaining Wall Design• Registration!* RP-1 168925 2007013 1 1 1 1 1 1 1 1 1 Footing Design Results | Toe Heel Factored Pressure = 789 256 psf Mu' Upward = 0 0 ft-# Mu' Downward = 0 0 ft-* Mu Design = 107 107ft-# Actual 1-Way Shear = 0 72 2 03 psi Allow 1 -Way Shear = 8216 82 16 psi Other Acceptable Sizes & Spacmgs Toe Reinforcing = None Spec'd Toe Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-# Heel Active Pressure = 250 0 111 277 8 Soil Over Heel Toe Active Pressure = -2500 111 -2778 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe _ Seismic Earth Load = 1542 200 3085 Surcharge Over Toe Seismic Stem Self Wt = 1090 433 4723 Stem Weight(s) Total = 2632 OTM = 7807 Footing Weigh) Resisting/Overturning Ratio = 325 Key Weight Vertical Loads used for Soil Pressure = 1 ,409 0 Ibs Vert ComP°nent Total =Vertical component of active pressure used for soil pressure SD2 Page f' ^ Dsgnr KK Date FEB 18,2009 h \httle & associates\henry's\henry's - carl Code CBC2007 1 RESISTINGForce Distance Moment Ibs ft ft-# 238 3 2 46 585 9 000 063 468 0 1 58 741 0 600 0 1 50 900 0 1027 300 3081 1,4090 Ibs RM= 2,5350 I I I I I I ( I I I I I I I I I I I I I I I I I I i i 8 in Mas w/ #5 @ 1 6 in o/c Solid Grout, Spc Insp 2'-0" T 2'-0" 6'-0" 4'-0" ,, Designer select #°@° ln all honz remf @Heel See Appendix A 2'-8" I I I I I I I I I I I I I I I I I ( To specify your own special title block here, use the "Settings" screen and enter your title block information Title Wall-3, Del 10/SD2 Job# 28562 Dsgnr KK Description Page Date FEB 26,2009 This Wall in File H \Little & Associates\Henry's\Henry's - C. Retain Pro 2007 16-Apr-2008 (c) 1989-2008 www retainpro com/support for latest releaseRegistrations RP-1168925 2007013 Cantilevered Retaining Wall Design Code CBC 2007 Criteria | Retained Height = Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 400ft 200ft 000 1 24 00 in 00ft Soil Data Allow Soil Bearing = 1,5000psf Equivalent Fluid Pressure Method J [ Footing Dimensions & Strengths Wind on Stem OOpsf Vertical component of active lateral soil pressure options USED for Soil Pressure USED for Sliding Resistance USED for Overturning Resistance | Surcharge Loads Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0 0 psf Used for Sliding & Overturning | Axial Load Applied to Stem Axial Dead Load = 0 0 Ibs Axial Live Load = 0 0 Ibs Axial Load Eccentricity = 0 0 in Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footmg||Soil Friction Soil height to ignore for passive pressure 45 0 psf/ft 45 0 psf/ft = 200 0 psf/ft = HOOOpcf 0 00 pcf = 0250 = 0 00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = 1 00ft 1 67 267 1600m 000 in 000 in 000ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150 00 pcf Mm As% = 00018 Cover @ Top = 2 00 in @ Btm = 3 00 in | | Lateral Load Applied to Stem | | Adjacent Footing Load Lateral Load Height to Top Height to Bottom 00#/ft 000ft 000ft Stem Weight Seismic Load | FP / wp Weight Multiplier Adjacent Footing Load = 0 0 Ibs Footing Width = 0 00 ft Eccentricity = 0 00 in Wall to Ftg CL Dist = 0 00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ~ oon Poisson's Ratio = 0 300 = 0 330 g Added seismic base force 109 7 Ibs *Design Summary J Wall Stability Ratios Overturning Sliding Total Bearing Load resultant ecc 200 OK 302 OK 1,583 Ibs 591 in Soil Pressure @ Toe = 1,253 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,370 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3 4 psi OK Footing Shear @ Heel = 4 9 psi OK Allowable = 82 2 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = for 1 5 1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 499 7 Ibs 1,111 1 Ibs 395 9 Ibs 0 0 Ibs OK 0 0 Ibs OK Stem Construction 1 Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at =p* p^ .UGSlyn U319 fb/FB + fa/Fa Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd1 in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = Top Stem Stem OK000 Masonry 800 # 5 1600 Center 0659 3797 7490 1,1369 83 387 780 375 3000 HOOK EMBED INTO FTG in = Masonry Data 639 CBC 2007 1200 1600 1 600 1600 1000 fm Fs Solid Grouting Use Full Stresses Modular Ratio 'n' Short Term Factor Equiv Solid Thick Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = psi = psi = m = 1,500 20,000 Yes Yes 2148 1000 760 Medium Weight ASD I I I 1I I I I I I I I I I I I I I I i i g555H*gsp5S To specify your own Title Wall-3, Det 107 special title block here, Job # 28562 ^fiSj^pimiSo use the "Settings" screen Description e&S.-.P.H — information This Wa|| m F||e Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008www retampro com/support for latest release Cantilevered Retaining Wall Design Registration* RP-1168925 2007013 Footing Design Resujts^^J Toe Heel Factored Pressure = 1,370 0 psf Mu1 Upward = 791 98 ft-* Mu1 Downward = 344 750 ft-# Mu Design = 447 652 ft-* Actual! -Way Shear = 338 4 90 psi Allow 1-Way Shear = 82 16 82 16 psi Other Acceptable Sizes & Spacmgs Toe Reinforcing = None Spec'd Toe Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNINGForce Distance Moment Item Ibs ft ft-* Heel Active Pressure = 6400 178 1,1378 Soil Over Heel Toe Active Pressure = -250 0 111 -277 8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe _ Seismic Stem Self Wt = 1097 433 4752 Stem Weight(s) Total = 4997 OTM = 1,3352 FootmgWeighl " Resisting/Overturning Ratio = 2 00 KeV Weight ,,_!,,. _,,„,„ .. ™~ . ... Vert ComponentVertical Loads used for Soil Pressure = 1.583 4 Ibs Total =Vertical component of active pressure used for soil pressure SD2 Paqe ^ ' \ Dsgnr KK Date FEB 26,2009 H \Little & Associates\Henry's\Henry's - C. Code CBC2007 1 RESISTING Force Distance Moment Ibs ft ft-# 4407 217 9560 000 050 468 0 1 34 624 8 5340 134 7129 140 7 2 67 375 6 1,5834 Ibs RM= 2,6693 DESIGNER NOTES K.S.P. Consulting Engineers STRUCTURAL CALCULATIONS Additional Calculations PROJECT LOCATION Henry's Farmers Market Carlsbad, California 2618 El Camino Real Carlsbad, California 92008 -1259 CLIENT Little Diversified Architectural Consult! 1050 Lakes Drive, Suite 275 West Covina, California 91790 Prepared by: KSP Consulting Engineers, Inc Project No 28562 March 24, 2009 25341 Commercentre Drive • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 GENERAL REQUIREMENTS All engineers' drawings, calculations, specifications, sketches and the ideas incorporated therein, whether in the form of original documents or copies thereof as instruments of services are and shall remain the property of KSP Consulting Engineers Such documents may not be used by the client or others on any other project nor modified for this or any other project without the express written permission of KSP Consulting Engineers In accordance with generally accepted construction practices, the construction contractor will be required to assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property, that this requirement shall be made to apply continuously and not be limited to normal working hours KSP Consulting Engineers takes no responsibility concerning soil conditions and is not responsible for any liability that may arise out of the making or failure to make soil surveys, or sub-surface soil tests, or general soil testrng KSP Consulting Engineers is not responsible for the contractors operations in the area of construction safety, methods of accomplishing the work, or time of completion KSP Consulting Engineers is not responsible for any personal injuries or casualties on the job site while under construction and/or anytime thereafter The engineer is not responsible for delay, nor shall the engineer be responsible for damages or be in default or deemed to be in default by reason of strikes, lockouts, accidents, or natural disasters The engineer is not responsible for the failure of the client to furnish timely information or to approve or disapprove engineer's work promptly or delay or faulty performance by the client, other contractor, governmental agencies, or any other delays beyond consultant's reasonable control A complete set of calculations should be on the job site during constructions Sketches of details in calculations are only graphic representations of true conditions on plans Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale (this would apply when KSP Consulting Engineers is not doing drawings) Time is of the essence with respect to engineer's services Engineer shall use its best efforts to complete the tasks within a reasonable time frame, provided however, that engineer shall be excused for any delay in completion caused by fire, flood, governmental regulations or restrictions, or any other contingencies beyond engineer's reasonable control Engineer shall be provided 72-hour notice for need for engineer to conduct structural observation Engineer agrees to perform structural observation within 72 hours of receiving notice thereof (weekends and holidays excluded) "KSP CONSULTING ENGINEERS Phone (949) 380-3970 25341 Commercx-ntre Drive. Suite 100. Lake Foresi.CA 92630 Ill Engineer shall represent owner only to the extend authorized by this agreement and in no other way, and shall not be the agent for the owner in any other respect The engineer's professional services shall incorporate that degree of care and skill customarily exercised by reputable engineers practicing under similar circumstances No other warranty, expressed or implied, is made or intended by this agreement for professional services It is understood that it is virtually impossible to create a perfect set of plans and specifications, and that the engineer's plans and specifications may represent an imperfect set of design documents Accordingly, the engineer shall correct errors and omissions in the plans and specifications as an integral part of the services provided during the previous design services agreement with the owner and the construction phase of the work It is agreed and understood by engineer that it is providing structural design and that the designs that engineer is providing meet or exceed that level of care recognized as standard industry practice for structural engineers Further, it is agreed and understood by engineer that said structural design meets or exceeds all applicable local, county and state building codes, industry standards and specifications Engineer shall correct all errors and omissions in submitted drawings and shall do so at no additional cost to owner Errors and omissions shall not be construed to include hidden conditions or deviations from the original design documents Client shall not assign, transfer or subcontract the work covered by this Agreement or any portion thereof without first obtaining prior written consent from KSP Consulting Engineers Any and all notices, requests, demands or other communication called out for, contemplated or required under or by this Agreement, shall be in writing and addressed to the parties, their successors in interest or assignees at the addresses stated above or as may be modified from time to time Said written notices may be delivered by hand in conjunction with delivery by United States Certified or Registered Mail No terms, conditions, representations, alterations, detractions from or adding to the terms of this Agreement shall be valid and/or enforceable unless in written form and accepted by both parties KSP CONSULTING ENGINEERS Phone (949) 380-3970 25341 Commcrcentre Drive, Suite 100, Lake ForestX'A 92630 KSP Consulting Engineers 25341 Commcrcentrc Dr , Suite #100 Lake Forest, CA 92630 (949)380-3970 off (949)380-3771 fax JOB TITLE job title JOB NO CALCULATED BY CHECKED BY SHEET NO DATE DATE V Wind Loads - Other Structures Importance Factor = I 00 Gust Effect Factor (G) = 0 85 Wind Speed 85 mph Kzt = 1 00 Exposure C A Solid Freestanding Walls «& Solid Signs (<& open signs >\ith less than 30% open) Dist to sign top (h) 25 2 ft Height (s) 7 5 ft Width (B) 25 0 ft Wall Return (Lr) 20 0 ft Directionality (Kd) 0 85 Percent of open area to gross area 0 0% s/h = 0 30 B/s = 3 33 Lr/s = 2 67 Kz = 0 947 qz= 149psf Open reduction factor = 1 00 Case C reduction factors Factonfs/h>08= 100 Wall return factor forCfatOtos= 060 Case A & B Cf = F = qzGCfAs = As = F = Horiz dist from windward edge Otos sto2s 2s to 3s 3s to 10s 1 80 228 As 100 sf 228 Ibs Cf 162 177 120 1 10 F=qzGCfAs (psf) 20 5 As I 224 As" 152 As 139 As B Open Signs & Lattice Frameworks (openings 30% or more of gross area) 1 Icight to centroid of Af (z) 15 0 ft Width (zero if round) Diameter (zero if reel) Percent of open area to gross area Directionality (Kd) 2 0 ft Either width or diameter must be zero 20ft 35 0% 085 D(qz)* 5 = cf = 731 065 0 Kz = Base pressure (qz) = F = q£GCfAl = Solid Area Af = F = 0849 133 psf 00 Af 100 sf 0 Ibs C Chimneys. Tanks <& Similar Structures Height to centroid of Af(z) 150ft Cross-Section Square Directionality (Kd) 0 90 Height (h) 150ft Width (D) 1 0 ft Type of Surface N/A Square (wind along diagonal) Cf = 1 28 F = qzGCfAf= 153Af Af = lOOsf F= 153 Ibs Kz = Base pressure (qz) = 0849 14 1 psf h/D = 1500 Square (wind normal to face) Cr = 1 67 = q,GCfAf = 200Af Af = 100 sf F = 200 Ibs D Trussed To>\ers Height to centroid of Af(z) 150ft € = 027 Tower Cross Section square Member Shape flat Directionality (Kd) 1 00 Kz = 0 849 Base pressure (qz) = 15 7 psf Diagonal wind factor = 1 2 Round member factor = 1 000 Square (wind along tower diagonal) Cf = 3 24 F = qzGCfAf= 432Af Solid Area Af = 100 sf F = 432 Ibs Square (wind normal to face) Cf = 2 70 F = qzGCrAf= 360 Af Solid Area Af = 100 sf F = 360 Ibs ASCE 7-05 Solid Sign Nomenclature B SOT in FREESTANDING WALL GROUND SURFACE (, K 1 GROUND SURFACE F r i </Q n GO T «— I T™J C->F ^ <• i r^ r l r-t y. J^ WALL KLi URW B PLAN LOAD CASE A 0 2 B i T OAD TA^F R LOAD CASE C - sec code N4 184K/ff ~< * 184K/ft <r" "wwox . Loads BLC 2 W Solution Envelope KSP Consulting Engineers 28562 HENRY'S FARMERS MARKET - CARLSBAD, CA March 24, 2_009_ 1 53 PM SCREEN ON ROOF r3d 4 184K/fi Loads BLC 2 W Dlution Envelope KSP Consulting Engineers NV 28562 HENRY'S FARMERS MARKET - CARLSBAD, CA March 24, 2009 1 53PM SCREEN ON ROOF r3d Company KSP Consulting Engineers Designer NV Job Number 28562 HENRY'S FARMERS MARKET - CARLSBAD, CA March 24, 2009 1 55 PM , Checked By Jo Global Steel Code Allowable Stress Increase Factor (ASIF) Include Shear Deformation Include Warping No of Sections for Member Calcs Redesign Sections : P-Delta Analysis Tolerance Vertical Axis -: ; "; ' *%, AISC 9th Edition ASD 1 333 ; : Yes Yes ' "'"• '*,? 5 Yes 0 50% :Y H Materials (General) Material Label STL36 -". STL46 Sections Young's Modulus (Ksi) 29000 29000 Shear Modulus (Ksi) 11154 *' 11154 - > Poisson's Thermal Coef Ratio (per10A5F) 3 | 65 3 TH; ,65 - " Weight Density (K/ftA3) 49 .,- 49 Yield Stress (Ksi) 36 '•'46 Section Database Material Area SA(yy) SA(zz) I y-y I z-z J (Torsion) T/C Label Shape Label (ln)A2 (InM) (InM) (InM) Only HSS3X3X4 PIPES ?*^ L3X3X4 HSS3X3X4 PIPE 30 L3X3X4 STL46 •-" STL36 STL36 2435 ... 2228 1 44 1 2 1 2 1 2 1 2 1 24 1 2 3014 C03017 1 24 3014 3017 1 24 5069 6 034 032 Hj Joint Coordinates Joint Label N1N2 -»*;-> N3 •*••• .... N4 , N5 &„•.• N6 •- N7 Member Data X Coordinate (Ft) 0... \ •• o •:-. 0 4 f : 4 • -JSf. o Y Coordinate (Ft) o -•15- 5 9 ; 0 '*= -1 "' 4 1 Z Coordinate (Ft) 0 o - •:• : 0 :. 0 ''"'' 'fOrt-.. '" 0 Joint Temperature 0 • ' :%'0 ;:• 0 0 :.::. < 0 ?! ; 0 , ,,:o X-Axis Section End Releases End Offsets Inactive Member Member Label I Joint J Joint K Joint Rotate Set l-End J-End l-End J-End Code Length (degrees) xvz xyz xyz xyz (In) (In) (Ft) M1 •' i. M2 M3 ; M4 '•: M5 ?M6 N1 N5 N71 N2 N3 N3 N7 sN6 N2 N3 N4 ^N6i- ^ !f>'"\. PIPES -*• PIPES HSS3X3X4 HSS3X3X4 HSS3X3X4 L3X3X4 ±- •:: 1 "' BenPIN;BenPIN ^ ; vv; "K: -jrtA •>. ' ... 1 '\ 5 3 5 4 5657 Basic Load Case Data BLC No Basic Load Case Description 1 j D .... 2*- | . ' W "• Category Category Gravity Load Type Totals Code Description XYZ Nodal Point Dist Surf DL• WL:^,Dead Load Wind Load • 7 -1 ••*jsj ii:-*i; " 2 "ZH *,' RISA-3D Version 4 1 [H \Little & Associates\Henry's\Henry's - Carlsbad\SCREEN ON ROOF rSd]Page 1 Company Designer Job Number KSP Consulting Engineers NV 28562 HENRY'S FARMERS MARKET - CARLSBAD,CA March 24 1 55PM Checked ,2009 By 0 Member Distributed Loads. Category: PL. BLC 1 • D Member Label M5 " -":• M4 I Joint N3 N2 J Joint N4 N3 Load Pattern Label UNIFORMY UNIFORMY, Pattern Multiplier 015 015 Member Distributed Loads. Category: WL. BLC 2 • W Member Label ~M5 I Joint N3 J Joint M4 N2 N4 N3 _Load Pattern Label "UNIFORMX UNIFORM* Pattern Multiplier T" -184 ~| I -184 :f I Load Combinations Num 1 '-2-, 3 * 4 :'• Description Env WS D + W... Jy [ ••S, ' 6D + W y ,f D-W y '•i' V-6D2W -r '^ v PD SRSS CD"i: rr •, -?• i :: 1 i 1 - - i 1 BLC 1 .? 1 1 •1 Factor 1 6 1 6 BLC 2 2 2 2 Factor 1 1 * -1 -1 BLC :,.' Factor '"••• 4> » BLC Factor „• Envelope Reactions Joint Label N1 v . . , ws-r-- ; " N5 Xisfti Reaction Totals max mm max mm max mm X Force (K) 0109 -0108 1 488 •*- -1 489 1 38 ,----1-38 Lc 1 , 4 4 1 3 1 Y Force (K) 1 689 -1 369 1 51 -1 476 0222 0133' Lc o 2 1 4 3 2 Z Force (K) 0000 0000 0000 0000 0000 0 OOOv Lc 1 1 1 1 1 1 X Moment (K-ft) 0000 0 000 : 0000'. boob Lc1111 Y Moment (K-ft) Lcoooo ; 1 0000 i 1 0000 |1 ,S0000 ! 1 Z Moment (K-ft) 0197 -0199 1 489 -1 488 Lc 4 1 1 4 Envelope Joint Displacements Joint Label N1 ... s ' *, N2 N3 N4 N5 N6 N7„ max mm max mm max mm max mm max mm max mm max mm X Translate (In) 0000 0000 0003 -0003; 0017 -0017 0268 -0268 0000 0000 0011 -0011 0002 - -0 002 Lc 4 1" 4 1 2 3 2 3 1 4 1 4 4 1 Y Translate (In) 0000 •' 0 000 0 0 0001 -0001 0001 --0001 0000 0000 0 0 0 0 Lc 2 3 2 3 2 3 2 '3; 4-1 4 1 2 3 Z Translate (In) 0000 0 000 ' 0000 0000 0000 0000 0000 0 000 0000 0000 0000 0000 0000 0000 Lc11-11,1111 111,1.11 X Rotate (radians) 0000 ? 0000 0000 0000 , 0000 0000 0000 0000 0000o bob 0000bbbboooo 0000 Lc11111111 111111 Y Rotate (radians) OOOO OOOOoooooooo •.oooo -: 0000-' OOOO 0 000oooooooooooooooooooooooo Lc11111111 111111 Z Rotate (radians) OOOO , 0 000 0 ,-0 0003 -0 003 0006 -0006 OOOO .0000 0001 -0001 0 0 Lc 1 4 1 4 3 2 3 2 4 1 4 1. 1 4 Envelope Member AISC ASP 9th Code Checks Label Code CM M1 I 0093 M2 i 0 468 < Loc (Ft) 0 0 Lc 3 1 Shear Ch 0004 0056 < Loc Dir Fa (Ft) Lc (Ksi) 0 [~b ! 1 T 21 14 0 I'D j 1 I 21 14 Ft Fb y-y (Ksi) (Ksi) 216 ! 23 76 21 6 j 23 76 Fb z-z ASD Eqn (Ksi) 2376 I H1-2 2376 I H1-2 - ; RISA-3D Version 4 1 [H \Little & Associates\Henry's\Henry's - Carlsbad\SCREEN ON ROOF r3d]Page 2 Company KSP Consulting Engineers Designer NV Job Number 28562 HENRY'S FARMERS MARKET - CARLSBAD, CA March 24, 2009 1 55PM Checked By Envelope Member AISC ASP 9th Code Checks, (continued) Label Code Chk Loc Shear Chk Loc Dir (Ft) Lc (Ft) M3 ! 0 042 - ••• M4 " M5 M6 . 0313 0291 0133 0 35 0 •5657 3 3 3 1 0005 0035 0034 0001 0 35 0 0 Y Y JLY Fa Ft Fby-y Fbz-z ASD Eqn Lc (Ksi) (Ksi) (Ksi) (Ksi) 1 1 1 1 27 271 j 27 6 24245 23586 11 034 276 276 3036 3036 3036 3036 ,3036 3036 H1-2 H1-2 H1-2 - Code check based on z-z Axial ONLY - RISA-3D Version 4 1 [H \Little & Associates\Henry's\Henry's - Carlsbad\SCREEN ON ROOF r3d]PageS Project HENRY'S - Carlsbad Prepared By KK Date 3/23/09 Subject Roof Framing Checked By Job No 28562 Sheet No Rev No K.S.P. Consulting Engineers (N) Roof Beam-1a (For New Mech) Center Span "L" = 8'-0" Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 2'-0" WLL = 20 psf, Tributary Area = 2'-0" Point Load (New Mech), X = 2'-0" PDL = 6,335 Ibs/4= l,6001bs USE: (N)4x8DFL#1 (E) Roof Beam-2a (For New Mech & Screen Wall) Center Span "L" = 20'-0" W r Combined section properties A (E)4xl4#lDFL 46375 (N) 2-3 5x9 5 Micro Lam 2x33 25 Total 112875 I (4*i4) = 678 476 in4 I (3 5x9 5 Micro Lam) = 250 068 in y 6625" 4 75" Ay 30723 315875 623 11 = AyT/AT = 623 11/11287 = 552" 1-rotai = 678 476 + 46 375 x (6 625-5 52)2 + 2x250 068 + 2x33 25 x (4 75-5 52)2 = 1274 66 in S,otai = [rotai / Y = 1274 66 / 5 52 = 230 92 in3 = bh2/6 Equal Section h = 2 x 5 52" = 11 04" b x h2 / 6 = STotai = 230 92 in3 •» beq = 11 2" USE: (E) 4x14 #1 D.F.L + 2-3 1/2x9 1/2 Micro Lam (2400 psi) (N) Roof Beam-2b (For New Mech) Center Span L" = 8'-0"W (E) Beam (N) Beam Uniform Load ((E) Roof Joist) WDL = 14 psf, Tributary Area = 4'-0" WLL = 20 psf, Tributary Area = 4'-0" ,1..11. USE: (N)4x8DFL#1 25341 Commercentre • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 Project HENRY'S - Carlsbad Prepared By KK Date 3/23/09 Subject Roof Framing Checked By Job No 28562 Sheet No Rev No K.S.P. Consulting Engineers (E) Roof Beam-2c (For New Screen Wall) Center Span "L" = 20'-0" Uniform Load ((E) 4x14 @ 8'-0" O C ) WDL = 14 psf, Tributary Area = 8'-0" WLL = 20 psf, Tributary Area = 8'-0" Point Load Load ((N) Screen Wall), X = 13'-0" Ps = 1 5 kips W rill II i 111 SMWS Combined section properties A (E)4xl4#lDFL 46375 (N) 3 5x9 5 Micro Lam 3325 Total 79 63 y 6 625" 475" Ay 30723 15794 46517 •*¥ = AyT/AT = 465 17/7963 = 584" I(4Xi4) = 678 476 in4 1(3 5x9 5 Micro Lam) = 250 68 HI I-rotai = 678 476 + 46 375 x (6 625-5 84)2 + 250 68 + 33 25 x (4 75-5 84)2 = 997 24 in4 i = ITOH / Y = 997 24 / 5 84 = 1 70 76 in3 = bh2/6 Equal Section h = 2 x 5 84" = 1 1 68" b x h2 / 6 = STola, = 170 76 in3 beq = 7 5" (E) Beam (N) Beam USE: (E) 4x14 #1 D.F.L + 3 1/2x9 1/2 Micro Lam (2400 psi) (E) Roof Beam-5a (For New Mech & Screen Wall) Center Span "L" = 33'-6" b I M-4 4 ir Uniform Load ((E) Joist), (For Mech & Screen Wall See Calc's) WDL = 14 psf, Tributary Area = 20'-0" WL,L = 12 psf, Tributary Area = 20'-0" (E) 5 1/8 x 22 1/2 GLB O.K. (E) Roof Beam-5b (For New Mech & Screen Wall) Center Span "L" = 22'-9" Uniform Load ((E) Joist), (For Mech & Screen Wall See Calc's) WDL = 14 psf, Tributary Area = 20'-0" WLL = 12 psf, Tributary Area = 20'-0" (E) 5 1/8x19 1/2 GLB O.K. /////// j^r^tJ 25341 Commercentre • Suite 100 • Lake Forest, California 92630 • (949) 380-3970 • Fax (949) 380-3771 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 \l Printed 23 MAR 2009 1 54PM /pod Beam Design Lie. # : KW-06004683 ! Description (N) Roof Beam-1a Material Properties File H \bttle & Assqciates\Henry's\Henry's - Carlsbad\hanry's- carisbad ec6• , ^i;"1 '"**i\ } jf , ENERCALC, INC 1983-2008 Ver 6 0 21 3Licerisel0wner:sKSPi CONSULTING ENGINEERS; Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc-Prll Wood Species Douglas Fir - Larch Fc - Perp Wood Grade No 1 FvFt Beam Bracing Beam is Fully Braced against lateral-torsion buckling 1 ,000 0 psi 1 ,000 0 psi 1 ,500 0 psi 625 0 psi 1 80 0 psi 675 0 psi E Modulus of Elasticity Ebend-xx UOOOksi Emmbend-xx 6200ksi Density 32210pcf 6) D(0 028) Lr(0 04) 4x8, Span = 8 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads ^Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 020 ksf, Tributary Width = 2 0 ft Point Load D = 1 60k(3>20ft •-.-. DESIGN SUMMARY ; Maximum Bending Stress Ratio = I Section used for this span i fb Actual = l FB Allowable Load Combination I Location of maximum on span = ; Span # where maximum occurs = Maximum Deflection ! Max Downward L+Lr+S Deflection 1 Max Upward L+Lr+S Deflection Live Load Deflection Ratio i Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses for Load Load Combination Segment Length Span# +D Length = 8 0 ft 1 +D-H.+H Length = 8 0 ft 1 Length = 8 0 ft 1 +D->0 750Lr-*0 750L+H Length = 8 0 ft 1 0856. 1 4x8 1,11230psi 1,300 00 psi +D+LT+H 2000ft Span # 1 0 020 in = 0 000 in 4881 0 146 in 0 000 in 658 Combinations Max Stress Ratios Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values M V Mactual fb-design Fb-allow 0 783 0 432 0 783 0 432 0856 0476 0 838 0 465 260 1,01837 1,30000 260 1,01837 1,30000 284 1,11230 1,30000 278 1,08882 1,30000 ^BJ Design QK 1 H^^^^^KEEEB^H 4x8 85 74 psi 18000psi +D+Lr+H : 0000ft Span#1 Summary of Shear Values Vactual fv-design Fv-allow 131 7770 18000 131 7770 18000 1 45 85 74 180 00 142 8373 18000 ^Overall Maximum Deflections • Unfactored Loads Load Combination Span D+L+U 1 Max "-" Defl Location in Span 0 1459 3 680 Load Combination Max "+" Defl Location in Span 00000 0000 KSP Consulting Engineers, Inc 25341 Commercentre Or, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Pnnted 23 MAR 2009 1 54PM Beam Design Lie. # :;KW.06004683=> File ::H \Uttle & Associates\Heniys\Henry's - Cartsbad\hanry's- Carlsbad ec6 '~ <: v s, '* ENERCALC, INC 1983-2008 Ver 6 021,. license Owner :,KSR CONSULTING ENGINEERS Descnption (N) Roof Beam-1a Maximum Deflections for Load Combinations - Unfactored Loads Load Combination DOnly LrOnly D+L+Lr Maximum Vertical Reactions - Span Max 1 1 1 Unfactored Downward Defl 01264 00197 01459 Location in Span 3600 4040 3680 Support notation Max Upward Defl 00000 00000 00000 Far left is #1 Location in Span 0000 0000 0000 Support & Load Combination Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored Support Reaction 1495 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly 0+L-K.r 1495 1335 0160 1495 0695 0535 0160 0695 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job # 28562 Printed 24 MAR 2009 206PM "Wood Beam Design File H \bttle & Associates\Hemy's\Henry s • Carlsbad\hamy's- cartsbad ec6 : ll- -• %i" H ENERCALC INC* 1983-2008 Ver 6 0 21 (License Owners KSR CONSULTING;ENGINEERS Descnption (E) Roof Beam-2a Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Load Combination Wood Species Wood Grade Beam Bracing Allowable Stress Design 2006 IBC & ASCE 7-05 Douglas Fir - Larch No1 Beam is Fully Braced against Fb- Fb- Fc- Fc- Fv Ft lateral-torsion buckling Tension Compr Prll Perp 1 ,000 0 psi 1 ,000 0 psi 1 ,500 0 psi 625 0 psi 1 80 0 psi 675 0 psi E Modulus of Elasticity Ebend- xx Emmbend-xx Density 1,7000ksi 620 Oksi 32210pct DtOlflfljUSP 2) C * * i » (02)H?(i?i)•i *;rl;-;'" '"fp.. 1120X11040, Span = 200ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads k Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 020 ksf, Tributary Width = 4 0 ft PomtLoad D = 020, Lr = 020k(5) 11 Oft Point Load D = 020, Lr = 020k(5) 160ft Uniform Load D = 0 20 k/ft, Extent = 13 250 -» 20 0 ft, Tributary Width = 1 0 ft PomtLoad W = 150k@110ft , DESIGN SUMMARY ^ Maximum Bending Stress Ratio = 0 777 1 \ Section used for this span 11 20 X 11 040 fb Actual = 932 96 psi ! FB Allowable = 1,20000psi Load Combination +D-*0 750Lr-K) 750L+0 750W+H Desian OK Maximum Shear Stress Ratio = 0 225 1 Section used for this span 11 20 X 11 040 fv Actual = 40 53 psi Fv Allowable = 180 00 psi Load Combination +D-K) 750Lr-K) 750L-K) 750W+H ! Location of maximum on span = Span # where maximum occurs = Maximum Deflection! Max Downward L+Lr+S Deflection = i Max Upward L+Lr+S Deflection i Live Load Deflection Ratio = ! Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = 11000ft Span # 1 0178m 0 000 m 1346 0 449 m 0 000 in 534 Location of maximum on span = Span # where maximum occurs = 19100ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +D Length = 20 0 ft +D+L+H Length = 20 0 ft +D-M_r+fl k Length = 20 Oft FD-H3 750Lr-K) 750L+H Length = 20 0 ft +D+W+H Length = 20 0 ft Max Stress Ratios Span* 1 1 1 1 1 M 0356 0356 0474 0533 0681 V 0133 0133 0160 0183 0189 Summary of Moment Values Mactual 811 811 1347 1212 1550 fb-design 42775 42775 71031 63924 81764 Fb-a!low 1,20000 1,20000 1,50000 1,20000 1 200 00 Summary of Shear Values Vactual 197 197 297 272 280 fv-design 2394 2394 3605 3302 3395 Fv-allow 18000 18000 22500 18000 18000 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 24 MAR 2009 206PM 'Wood Beam Design LicaBPKW-06004683 ffl Description (E) Roof Beam-2a File H \Uttle & Associates\Heriry s\Henry s.. Carlsbad\ha"nry's-'carlsbad ec6 vJV*. ENERCALC INC 1983-2008 Ver 60 21 '* I SUicense OwirierSKSRiCONSUUTING ENGINEERS* Load Combination Segment Length Max Stress Ratios Span# +0-K) 750Lr*0 750L*0 750W+H Length = 20 0 ft 1 +D+0 750L-K) 750S-K) 750W-HH Length = 20 0 ft 1 -•0 60D+W+H Length = 20 0 ft 1 Overall Maximum Deflections • Load Combination 0+L-H.r M 0777 0600 0539 Unfactored V 0225 0175 0135 Loads Summary of Moment Values Mactual 1769 1365 1227 Span Max "-" Defl Location in Span 1 04490 10400 fb-design 93296 71974 64724 Load Combination Fb-allow 1,20000 1,20000 1,20000 Vactual 334 259 201 Max Summary of Shear Values fv-design 4053 3145 2437 Fv-allow 18000 18000 18000 '+' Defl Location in Span 00000 0000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination DOnly LrOnly WOnly D+L+Lr Maximum Vertical Span Max Downward Defl 1 02709 1 01782 1 02011 1 0 4490 Reactions - Unfactored Location in Span 10500 10200 10400 10400 Support notation Far left is #1 Max Upward Defl 00000 00000 00000 00000 Location in Span 0000 0000 0000 0000 Support & Load Combination Support Reaction Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored 2124 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only WOnly D-H.-H.r 2124 1194 0930 0675 2124 3299 2229 1070 0825 3299 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 23 MAR 2009 3 40PM 'Wood Beam Lie. # :(KW-060046S3i Descnption (E) Roof Beam-2b Material Properties ."File H\bttle&AssociatesWenry'sWenry's-Cartsbad\hanry's-carlsbadec6 „, '' '' .~.,:f* */ENERCALC, IN(/'1983-2008,Ver602U Uicense.Owner: KSP.CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Load Combination Wood Species Wood Grade Beam Bracing Allowable Stress Design 2006 IBC & ASCE 7-05 Douglas Fir - Larch No1 Beam \s Fully Braced against lateral-torsion Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft buckling 1 ,000 0 psi 1 ,000 0 psi 1 ,500 0 psi 625 0 psi 1 80 0 psi 675 0 psi E Modulus of Elasticity Ebend- xx Emmbend - xx Density IJOOOksi 620 Oksi 32210pcf t * nmMPPZ\nR-LJ{\J UUUf I.IIU UOJ * ?'-?^*"%<#:' Y ' •' S,- rl /;•:,, •• v ' -y ••'." 4x12 , Span= 190ft Applied Loads *•• • ' ,,: ..• '' Beam self weight calculated and added to loads k Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 020 ksf, Tributary Width = 4 0 ft Uniform Load Lr = 0 020 k/ft, Tributary Width = 1 0 ft Service loads entered Load Factors will be applied for calculations Design OK Bending Stress Ratio = : Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection ; Max Downward L+Lr+S Deflection: Max Upward L+Lr+S Deflection ! Live Load Deflection Ratio Max Downward Total Deflection < Max Upward Total Deflection Total Deflection Ratio 0879 1 4x12 1,208 80 psi 1,37500psi +D+Lr+H 9500ft Span # 1 0419 in 0 000 in 544 0 690 in 0 000 in 330 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs 10241 4x12 54 28 psi 225 00 psi +D+Lr+H 0000ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow Length = 19 Oft 1 0879 0241 Overall Maximum Deflections - Unfactored Loads ±/ 744 1,20880 1,37500 142 5428 22500 Load Combination Span Max " Defl Location in Span Load Combination Max "+" Defl Location in Span D+L+Lr 1 06900 9595 Maximum Deflections for Load Combinations • Unfactored Loads 00000 0000 ^ Load Combination • DOnlyw LrOnly D-K.-4-r Span 1 1 1 Max Downward Defl 02713 04187 06900 Location in Span 9595 9595 9595 Max Upward Defl 00000 00000 00000 Location in Span 0000 0000 0000 KSP Consulting Engineers, Inc 25341 Commercentre Dr , Suite #100 Lake Forest, Ca , 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S -Calsbad Dsgnr KK Project Desc Project Notes Job #28562 / Printed 23 MAR 2009 3 40PM food Beam DesignI • :- " .- ' .-^. &• •- ** Lie.."#: KW[06004683 Descnption (E) Roof Beam-2b Maximum Vertical Reactions • Unfactored File H \Uttle & AssociatesVHenry'sVtenry's Carlsbacfthanry's-c'artsbad ec6'';: . i S;:: "ft ENERCALC iNC-1983 2008 ver'eb 21" License Owner.: KSP CONSULTING ENGINEERS Support notation Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) Maximum Vertical Reactions - Unfactored 1566 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+L+Lr 1566 0616 0950 1566 1566 0616 0950 1566 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job# 28562 Pnnted 23 MAR 2009 453PM /pod Beairi Design : File H \Little & Assbciates\Henry's\Henry's Cartsbad\hanry's- cartsbad ec6 ':' ' '"- C 1983-2008 Ver 60 21 ±. Lie.*:5KWr06004i83 Description (E) Roof Beam-2c Material Properties License Owner: KSP CONSUL-TING ENGINEERS' Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc-Prll Wood Species Douglas Fir - Larch Fc - perP Wood Grade No 1 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsion buckling 1 ,000 0 psi 1 ,000 0 psi 1,5000psi 625 0 psi 180 Opsi 675 0 psi E Modulus of Elasticity Ebend-xx 1,7000ksi Emmbend-xx 6200ksi Density 32210pcf D(0112)Lr(016)• * W(1 5) 1 *•<"£?"' - ' "4^'r. ,:,'*!:*•••, '-. ,•*' r " i1*1'^.'' 750X11680, Span= 190ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads ^Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 020 ksf, Tributary Width = 8 0 ft PomtLoad W= 1 50k(5> 130ft ^.DESIGN SUMMARY. •. ZV__.' "...,..' i'_ Maximum Bending Stress Ratio = 0 843: 1 Section used for this span 7 50 X 11 680 fb Actual = 1,054 07psi FB Allowable = 1,250 00 psi Load Combination +0+0 750Lr+0 750L+0 750W+H Location of maximum on span = 10 925ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0 279 in Max Upward L+Lr+S Deflection = 0 000 in Live Load Deflection Ratio = 816 Desian OK Maximum Shear Stress Ratio = 0 222 1 Section used for this span 7 50 X 11 680 fv Actual = 50 01 psi Fv Allowable = 225 00 psi Load Combination +D+0 750Lr+0 750L+0 750W+H Lxation of maximum on span = 18 050 ft Span # where maximum occurs = Span # 1 Max Downward Total Deflection : Max Upward Total Deflection ; Total Deflection Ratio = 0 509 in 0 000 in 447 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # +0 Length = 19 Oft 1 +D+L+H Length = 19 Oft 1 +0-H.NH Length = 19 Oft 1 +0-K) 750LK) 750L+H Length = 19 Oft 1 W Length = 19 Oft 1 +D+0 750Lr-K) 750L-K) 750W-+H Length = 19 Oft 1 Max Stress Ratios M 0418 0418 0741 0799 0794 0843 V 0107 0107 0190 0205 0205 0222 Summary of Moment Values Mactual 594 594 1316 1135 1129 1498 fb-design 41787 41787 92594 79892 79438 1,05407 Fb-allow 1,00000 1,00000 1,250 00 1,00000 1,000 00 1,250 00 Summary of Shear Values Vactual 113 113 249 215 215 292 fv-design 1927 1927 4269 3683 3684 5001 Fv-allow 18000 18000 22500 18000 18000 22500 +D-0 750L+0 750S-tfl 750W+H KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 23 MAR 2009 4 53PM food Beam Design Lie. # : KW406004S83 Description (E) Roof Beam-2c File H \Uttle & Associates\Henry's\Henry s - Carlsbacflhanry's- carlsbad ec6 " *' ?. ENERCALC INC 1983-2008, Ver 6 021 License Owner : KSP CONSULTING ENGINEERS; Load Combination Max Stress Ratios Segment Length Span* M V Length = 19 Oft 1 0689 0180 +0 60D+W+H Length = 19 Oft 1 0649 0162 ;;.. Overall Maximum Deflections • Unfactored Loads Summary of Moment Values Mactual 979 922 fb-design 68911 64889 Fb-allow 1,00000 1,00000 Summary of Shear Values Vactual 189 170 fv-design 3245 2913 Fv-allow 18000 18000 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+L+Lr __ 1 05091 9595 Maximum Deflections for Load Combinations • Unfactored Loads 00000 0000 Load Combination DOnly LrOnly WOnly D+L+ir Maximum Vertical Span Max Downward Defl 1 0 2297 1 02793 1 01830 1 0 5091 Reactions - Unfactored Location in Span 9595 9595 10450 9595 Support notation Far left is #1 Max Upward Defl 00000 00000 00000 00000 Location in Span 0000 0000 0000 0000 Support & Load Combination Support!, (D+L-H-r) Maximum Vertical Reactions - Unfactored Support Reaction 2770 k Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly WOnly ,0+L-H.r 2770 1250 1520 0474 2770 2770 1250 1520 1026 2770 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 'Wood Beam Design Lic.l# :IKW-06004S83« Descnption (E) Roof Beam-5a Material Properties Printed 23 MAR 2009 3 50PM File H \Ultle & Associa!es\Henry's\Henrys Carisbad\haray's-carlsbad ec6 ., it* s ENERCALC INC 1983-2008 Ver 6 6 21 license Owner IKSRiGONSUIiTING ENGINEERS Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species DF/DF Wood Grade 24F - V4 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 2,400 Opsi 1,8500psi 1 ,650 0 psi 650 0 psi 265 0 psi 1,1000psi E Modulus of Elasticity Ebend-xx 1,8000ksi Emmbend-xx 930 Oksi Ebend-yy 1,6000ksi Emmbend-yy 8300ksi Density 32210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(001)W(1 5)W(,1 5)VV(,1 5) 0(0 28)lr(0 24) I--V '""IE: ;*r Mi« ::• : -^-fftei. v"--:';WJ:saj..,- -~:*?^¥M&..-*^'?^v*.,..n,•^••••mzi... ••••••• ^ -b Hl« •..• •" iv^,. • -ife-.• *!;*•• 5125x225, Span = 33 50 ft Applied Loads Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 20 0 ft PomtLoad W=1 50k(g)200ft Point Load W = 1 50 k@ 240ft PomtLoad W = 1 50k@320ft Uniform Load D = 0 20 k/ft, Extent = 23 750 -» 33 50 ft, Tributary Width = 1 0 ft Uniform Load D = 0 010 k/ft, Tributary Width = 1 0 ft Service loads entered Load Factors will be applied for calculations LDESLGN3UMMARY : Maximum Bending Stress Ratio = ; Section used for this span fb Actual = i FB Allowable | Load Combination j Location of maximum on span = i Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection i Total Deflection Ratio Maximum Forces & Stresses for Loa Load Combination Segment Length Span # Length = 33 50 ft 1 +D+L+H Length = 33 50 ft 1 | Length = 33 50 ft 1 Ro-K) 750Lr+0 750L-tH Length = 33 50 ft 1 +D+W+H Length = 33 50 ft 1 :::. 09131 5125x225 1,963 91 psi 2, 150 94 psi +D+0750Lr+0750L-t-H 17420ft Span # 1 0 783 in 0 000 in 513 1 854 in 0 000 in 216 d Combinations Max Stress Ratios M V 0 588 0 276 0 588 0 276 0817 0361 0913 0408 0 861 0 369 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 4557 1,26469 2,15094 4557 1,26469 2,15094 7918 2,19724 2,68868 7077 1,96391 2,15094 6674 1,85195 2,15094 ^^^^H Design OK^^•^•••XEgBH 5125x225 108 02 psi = 265 00 psi +D+Q750Lr-K)750L+H 31 658ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 562 7312 26500 562 7312 26500 920 11966 33125 830 10802 26500 7 52 97 87 265 00 KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 23 MAR 200S 3 50PM 'Wood Beam Design Lic~#5:sKW-06004SI3l Description (E) Roof Beam-5a Load Combination Segment Length Span # File H \Uttle & Associates\Henry's\Henry's' - Carlsbad\hanry's- carlsbad ec6 .. sli?:'" ™" ..ENERCALC, INC"i983-2008 Ver 6 0 21 License;Owner^KSPCONSULfriNGfENGINEERS; Max Stress Ratios M V Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +D-*0 750LM) 750L+0 750W+H Length = 33 50 ft 1 +D-K) 750L-K) 750S-K) 750W-tff Length = 33 50 ft 1 -K) 60D+W+H Length = 33 50 ft 1 0 629 Overall Maximum Deflections - Unfactored Loads 0885 0790 0382 0346 0259 8577 2,38015 2,68868 6127 1,70025 2,15094 4879 1,35389 2,15094 973 705 528 12659 9168 6862 33125 26500 26500 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D-H+Lr 1 18541 16918 Maximum Deflections for Load Combinations • Unfactored Loads Span 00000 0000 Load Combination Max Downward Defl Location in Span Max Upward Defl Location in Span DOnly LrOnly WOnly D+L+Lr 1 1 1 1 10713 07829 04334 18541 17085 16918 18258 16918 00000 00000 00000 00000 0000 0000 0000 0000 Maximum Vertical Reactions - Unfactored Support notation Far left is #1 Support & Load Combination Support Reaction Support 1, (D-M_-M_r) Maximum Vertical Reactions • Unfactored Load Combination 9161 k Support notation Far left is #1 Support 1 Support 2 Overall MAXimum DOnly LrOnly WOnly D+L-H-r 9161 5141 4020 1097 9161 10544 6524 4020 3403 10544 I3| KSP Consulting Engineers, Inc 3! 25341 Commercentre Dr , Suite #100 «j Lake Forest, Ca , 92630 jffi Office (949) 380-3970 Fax (949) 380-3771 ir»r* Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Zf Pnnted 23 MAR 2009 4 23PM 'Wopajieam Design Descnption (E) Roof Beam-5b Material Properties File H \Uttle &Assoaates\Henty'(5\Henrys CartsbacMiamy's carlsbadecS : ,,,,„„: „ ::'ENERCALC INC 1983-2008 Ver6021 LicensesOwner: KSP CONSULTING ENGINEERS) Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing Beam is Fully Braced against lateral-torsion Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft buckling 2,400 Opsi 1 ,850 0 psi 1 ,650 0 psi 650 0 psi 265 0 psi 1,1000psi E Modulus of Elasticity Ebend- xx Emmbend - xx Ebend- yy Emmbend - yy Density 1.800 Oka 930 Oksi 1,6000ksi 830 Oksi 32210pcf 6 6) Lr(4) W(3 4). 0(0.011 WM5)..PJP .on ^^sy-H1 s; »- . 5«Si "' ~?lfe'*Sl 125x19 55 $^l€ 2,Oapffl6^1SI5ft Span ^3 0 ft 5125x195, Span = 22 750 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads J Load for Span Number 1 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 20 0 ft PomtLoad D = 660, Lr = 40, W = 340k(5)00ft Uniform Load D = 0 010 k/ft, Tributary Width = 1 0 ft Load for Span Number 2 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 20 0 ft Uniform Load D = 0 010 k/ft, Tributary Width = 1 0 ft Load for Span Number 3 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 20 0 ft PomtLoad W = 1 50k@ 1250ft Uniform Load D = 0 010 k/ft, Tributary Width = 1 0 ft Load for Span Number 4 Uniform Load D = 0 0140, Lr = 0 0120 ksf, Tributary Width = 20 0 ft Uniform Load D = 0 010 k/ft, Tnbutary Width = 1 0 ft Uniform Load D = 0150 k/ft, Extent = 7 0 -»14 50 ft, Tributary Width = 1 0 ft •:'" DESIGN SUMMARY ..1 1__ -_H- 1- -LJ±^. Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0731 1 5125x195 1,352 52 psi 1,850 00 psi +D+LR-H 3000ft Span # 3 0 120 in -0 002 m 2279 0314m -0 004 in 869 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0962 1 5125x195 255 00 psi 265 00 psi +D+Lr+H 1653ft Span # 3 'Maximum Forces & Stresses for Load Combinations KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 23 MAR 2009 423PM 'Wood Beam Design Lie. # : KW-06004S83 Descnption (E) Roof Beam-5b File H \Little & Associates\Henry sWenry^Cailsbacflhanry's- carlsbad ec6 .. *,...'. ;;,il . '„•!,, "Sfi^ENERCALClNC 1983-2008 Ver6021>> •License Owner >fKSP CONSULTING ENGINEERS Load Combination Segment Length +0 Length = 2 0 ft Length = 3 0 ft Length = 3 0 ft Length = 22 750 ft Length = 2 0 ft Length = 3 0 ft Length = 3 0 ft Length = 22 750 ft +D+Lr+H Length = 2 Oft Length = 3 0 ft Length = 3 0 ft Length = 22 750 ft •KM) 750Lr-*0 750L+H Length = 2 0 ft Length = 3 0 ft Length = 3 0 ft Length = 22 750 ft +0+W+H Length = 20 ft Length = 3 0 ft ^ Length = 3 Oft • Length = 22 750 ft Ro-O 750Lr+0 750L-K) 750W+H Length = 2 Oft Length = 3 0 ft Length = 3 Oft Length = 22 750 ft +0-O 750L-K) 750S-O 750W+H Length = 2 0 ft Length = 3 0 ft Length = 3 0 ft Length = 22 750 ft Length = 2 0 ft Length = 30 ft Length = 3 0 ft Length = 22 750 ft Max Stress Ratios Span # M 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 Overall Maximum Deflections Load Combination D-H_+Lr ^ D+L+Lr 0276 0213 0450 0367 0276 0213 0450 0367 0445 0343 0731 0596 0403 0311 0661 0539 0412 0318 0454 0370 0505 0389 0663 0541 0378 0291 0453 0369 0301 0232 0232 0246 V 0424 0564 0593 0593 0424 0564 0593 0593 0685 0911 0962 0962 0620 0824 0870 0870 0595 0595 0657 0657 0734 0808 0917 0917 0547 0548 0641 0641 0434 0434 0434 0434 Summary of Moment Values Mactual fb-design Fb-allow -1382 -1382 -2255 -2255 -1382 -1382 -2255 -2255 -2230 -2230 -3661 -3661 -2018 -2018 -3309 -3309 -2062 -2062 -2271 -2271 -2528 -2528 -3322 -3322 -1892 -1892 -2267 -2267 -1509 -1509 -1509 -1509 51077 51077 83299 83299 51077 51077 83299 83299 82407 82407 1,35252 1,35252 74575 74575 1,22264 1,22264 76200 76200 83914 83914 93417 93417 1,22725 1,22725 69920 69920 83760 83760 55770 55770 55770 55770 1,85000 1,85000 1,85000 1,748 28 1,85000 1,85000 1,85000 1,74828 1,85000 1,85000 1,85000 1,74828 1,85000 1,85000 1,85000 1,74828 1,85000 1,85000 1,85000 1,748 28 1,85000 1,85000 1,85000 1,74828 1,85000 1,85000 1,85000 1,74828 1,85000 1 850 00 1,85000 1,74828 Summary of Shear Values Vactual fv-design 749 996 1048 470 749 996 1048 470 1209 1608 1699 772 1094 1455 1536 696 1051 1020 1159 471 1297 1426 1620 697 966 967 1131 471 767 720 740 283 11247 14950 15725 15725 11247 14950 15725 15725 18141 24130 25500 25500 16417 21835 23056 23056 15775 15775 17401 17401 19460 21403 24313 24313 14499 14519 16982 16982 11506 11506 11506 11506 Fv-allow 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 26500 - Unfactored Loads Span Max 1 2 3 4 "-" Defl Location in Span Load Combination 00179 00000 00000 03139 Maximum Deflections for Load Combinations - Unfactored Load Combination DOnly DOnly LrOnly LrOnly WOnly WOnly fc D+L+Lr • D+L+Lr Maximum Vertical Reactions • Support & Load Combination Span Max 1 4 1 4 1 3 1 4 Unfactored Downward Defl 00111 01941 00068 01198 00065 00005 00179 03139 0000 0 000 D-H_+Lr 0 000 D+ 13000 Loads Location in Span 0000 13000 0000 13000 0000 1347 0000 13000 Support notation Support Reaction L+ir Far left is #1 Max Upward Defl 00000 00000 00000 00000 00000 00000 00000 00000 Max "+" Defl 00000 00019 -0 0042 00000 Location in Span 0000 0000 0000 0000 0000 0000 0000 0000 Location in Span 0000 0918 1959 1959 Support 1, (-tO-K.r+H) KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949) 380-3970 Fax (949) 380-3771 Title HENRY'S-Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 23 MAR 2009 4 58PM General Footing Designfe Lie. # : KW-060046I3 Descnption (E) Footing General Information •- '!. File H \UttIe & Associates\Henry's\Hemy's Car1sbad\haray's-carisbad ec6."'; r" •:,-., "ENERCALC,INC"i9W-2ob8,ver6oit- •License Owner: KSP CONSULTING ENGINEERS Calculations per IBC 2006, CBC 2007, ACI 318-05 Material Properties fc Concrete 28 day strength = 30 ksi Fy Rebar Yield = 600 ksi EC Concrete Elastic Modulus = 3,1220 ksi Concrete Density = 1450 pcf O Values Flexure = 0 90 Shear = 0 850 Analysis Settings Mm Steel % Bending Remf = 00140 Mm Allow % Temp Remf = 00180 Mm Overturning Safety Factor = 1 50 1 Mm Overturning Safety Factor = 1 50 1 AutoCalc Footing Weight as DL No AutoCalc Pedestal Weight as DL No 'Dimensions :-' """ ' "' - Height Reinforcing Bar Size Bars along Z-Z Axis Number of Bars Reinforcing Bar Siz< 50 # 5 Bandwidth Distribution Check (AC115442) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff Increases based on footing Depth Reference Depth below Surface Allow Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow Pressure Increase per foot of width when footing is wider than 2 50 ksf No 250 0 pcf 030 00ft OOksf 00ft OOksf00ft 1 X-X Axis = 40ft ig Z-Z Axi = 4 0 ft cknes - 180,n an offset from footing center ig X-X Axis - u m ig Z-Z Axis = 0 m mensions ,-, ig X-X Axis = 00m ~ g Z-Z Axis 00 m 00 m erlme to Edge of Concrete •n of footing = 30m '"9 1 " ,.••• V±-: - X-X Axis nf Ran? ~ 50 •I ' i'*ii"" - ^&r« , '~ ;)ji? "/ *. "•>•'• ? ,' H'-' : A'-,, _ , '• " K,;;_ ., .-" ;;|;-k, .b. it- :.-\: i-- .- f* ^(M -" "'^ I ] :~-:' ' *C ••.:. A 4 ' ,J "• •''."'*. : . 'v ^ V- _• -,*:• % ; % -^ -' '*$' i, ' ::f ~:', <<,,-<i,. o "i",''ls» ' '?> ^^ ' -" § >' < \;f|;';; -^v.- .-ry- . 1 {, 1 mQ. 0)iO»s tlu iG:C Applied Loads P Column Load OB Overburden M-xx M-zz V-x fcV-z D 1430 00 00 00 00 00 Lr 930 00 00 00 00 00 L 00 00 00 00 00 00 S 00 00 00 00 00 00 w 490 00 00 00 00 00 E 00 00 00 00 00 00 H 00k OOksf OOk-ft OOk-ft 00k 00k KSP Consulting Engineers, Inc 25341 Commercentre Dr, Suite #100 Lake Forest, Ca, 92630 Office (949)380-3970 Fax (949) 380-3771 Title HENRY'S - Calsbad Dsgnr KK Project Desc Project Notes Job #28562 Printed 23 MAR 2009 458PM General Footing Design Lie. # : KW-OS004i83 Descnption (E) Footing DESIGN SUMMARY File H \Uttle &Associales\Henry's\Henry's CartsbaMianiy's- carlsbad ec6 ,ti" -i'5ft . JENERCALCJNC 1983-2008 Ver 6 021 fflcerise;Owner.:iKSPiCONSUUTING ENGINEERS; Mm Ratio Item Applied Capacity Governing Load Combination PASS o 62375 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning - Z-Z PASS n/a Sliding -X-X PASS n/a Sliding - Z-Z PASS n/a Uplift PASS 017182 Z Flexure (+X) PASS 017182 Z Flexure (-X) PASS 017182 X Flexure (+Z) PASS 017182 X Flexure (-Z) PASS 010013 1-way Shear (+X) PASS 010013 1-way Shear (-X) PASS 0 1 001 3 1-way Shear (+Z) PASS 010013 1-way Shear (-Z) PASS 019438 2-way Punching Detailed Results N 1 5594 ksf OOk-ft OOk-ft 00k 00k 00k 44942k-ft 4 4942 k-ft 4 4942 k-ft 4 4942 k-ft 9 3230 psi 9 3230 psi 9 3230 psi 9 3230 psi 36 1980 psi 2 50 ksf OOk-ft OOk-ft 00k 00k 00k 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft 93 11 28 psi 93 11 28 psi 93 11 28 psi 93 1128 psi 186 226 psi +D+0750Lr-K)750L-K) No Overturning No Overturning No Sliding No Sliding No Uplift +1 20D+1 60Lr-K) 50L+ +1 20D+1 60Lr+Q 50L+ +1 20D+1 60Lr+0 50L+ +1 20D+1 60Lr-*0 50L+ +120D-»-160Lr->050L+ +1 20D+1 60Lr-K) 50L+ +1 20D+1 60Lr-K) 50L+ +1 20D+1 eOLr-HD 50L+ +1 20D+1 60Lr-*<3 50L+ Soil Bearing Rotation Axis & I Load Combination Gross Allowable X-X +0 250ksf X-X +D+L+H 2 50 ksf X-X +D+Lr+H 2 50 ksf X-X +D-K) 750Lr-*0 750L+H 2 50 ksf X-X -MD+W+H 2 50 ksf X-X +D-K) 750U--K) 750L-K) 750W+H 2 50 ksf X-X +D-+0 750W) 750S+0 750W+H 2 50 ksf X-X -^60D+W+H 2 50 ksf Z-Z -+0 2 50 ksf Z-Z 40-M.+H 2 50 ksf Z-Z -KD+Lr+H 2 50 ksf Z-Z +D+Q 750Lr-K) 750L+H 2 50 ksf Z-Z -tO+W+H 2 50 ksf Z-Z +D-K) 750Lr-*0 750L-K) 750W+H 2 50 ksf Z-Z +D+0 750L+0 750S-K) 750W+H 2 50 ksf Z-Z -K) 60D+W+H 2 50 ksf Overturning Stability Actual Soil Bearing Stress Actual / Allowable Xecc Zecc n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a 0 0 in n/a +Z +Z 0 89375 ksf 0 89375 ksf 089375 ksf 089375 ksf 1 4750 ksf 1 4750 ksf 1 3297 ksf 1 3297 ksf 1 20 ksf 1 20 ksf 1 5594 ksf 1 5594 ksf 11234 ksf 11234 ksf 084250 ksf 084250 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf -X -X n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf 0 89375 ksf 0 89375 ksf 089375 ksf 089375 ksf 14750 ksf 14750 ksf 1 3297 ksf 1 3297 ksf 120 ksf 120 ksf 1 5594 ksf 1 5594 ksf 11 234 ksf 11 234 ksf 0 84250 ksf 0 84250 ksf Ratio 0358 0358 0590 0532 0480 0624 0449 0337 0358 0358 0590 0532 0480 06240449 0337 Rotation Axis & Load Combination Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination Overturning Moment Resisting Moment Stability Ratio Status Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination Which Tension @ Bot Mu Side? or Top? As Req'd Gvrn As Actual As Phi*Mn Status X-X +1 X-X +1 X-X +1 X-X +1 X-X +1 X-X +1 X-X+1 40D 40D 20D-K) 50Lr+1 60L+1 60H 20D-tO 50Lr+1 60L+1 60H 20D+1 60Lr-K3 50L 20D+1 60Lr-*0 50L 20D+1 60Lr-*0 50L-K) 80W 2 5021 k-ft 2 5021 k-ft 2 7258 k-ft 2 7258 k-ft 4 0043 k-ft 4 0043 k-ft 4 4942 k-ft +Z -Z +Z -Z+z -Z+z Bottom Bottom Bottom Bottom Bottom Bottom Bottom 03888m2/ft 03888m2/ft 03888m2/ft 03888m2/ft 03888mm 0 3888 m2/ft 0 3888 m2/ft Minimum Soec'd Minimum Soec'd Minimum Soec'd Minimum Soec'd Minimum Soec'd Minimum Soec'd Minimum Soec'd 03875m2/ft 03875m2/ft 03875m2/ft 1.03875m2/ft 03875m2/ft 03875m2/ft 0 3875 mm 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft 26 1563 k-ft OK OK OK OK OK OK OK LIMITED GEOTECHNICAL INVESTIGATION AND LIQUEFACTION EVALUATION PROPOSED TENANT IMPROVEMENTS 2618 El Cammo Real Carlsbad, California for Little Diversified Architectural Consultants SOUTHERN CALIFORNIA GEOTECHNICAL A California Corporation February 5, 2009 Little Diversified Architectural Consulting 1050 Lakes Drive, Suite 275 West Covma, California 91790 SOUTHERN CALIFORNIA GEOTECHNICAL A California Corporation Attention Project No Subject Mr Nelson Orqueza 08G214-1 Limited Geotechnical Investigation and Liquefaction Evaluation Proposed Tenant Improvements 2618 El Cammo Real Carlsbad, California Gentlemen In accordance with your request, we have conducted a limited geotechnical investigation and liquefaction evaluation at the subject site We are pleased to present this report summarizing the conclusions and recommendations developed from our investigation We sincerely appreciate the opportunity to be of service on this project We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Robert G Trazo, M Sc , Principal Engineer 2655 / Distribution^*-'(5) Addressee 22885 East Savi Ranch Parkway T Suite E * Yorba Linda, CA 92887-4624 voice (714) 685-1115 * fax (714) 685-1118 * www socalgeo com TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY 1 2.0 SCOPE OF SERVICES 3 3.0 SITE AND PROJECT DESCRIPTION 4 3 1 Site Conditions 4 3 2 Proposed Development 4 3 3 Previous Studies 5 4.0 SUBSURFACE EXPLORATION 6 4 1 Scope of Exploration/Sampling Methods 6 4 2 Geotechnical Conditions 6 4 2 Geotechnical Conditions 7 5.0 LABORATORY TESTING 8 6.0 CONCLUSIONS AND RECOMMENDATIONS 10 6 1 Seismic Design Considerations 10 6 2 Geotechnical Design Considerations 11 6 3 Site Grading Recommendations 12 6 4 Construction Considerations 14 6 5 Foundation Design and Construction 15 6 6 Floor Slab Design and Construction 17 6 7 Exterior Flatwork Design and Construction 17 6 8 Retaining Wall Design and Construction 18 7.0 GENERAL COMMENTS 21 APPENDICES A Plate 1 Site Location Map Plate 2 Boring Location Plan Plate 3 Site Geologic Map B Boring Logs C Laboratory Test Results D Grading Guide Specifications E Seismic Design Parameters Proposed Tenant Improvements-Carlsbad, CA Project No 08G2H-1 1.0 EXECUTIVE SUMMARY Presented below is a brief summary of the conclusions and recommendations of this investigation Since this summary is not all inclusive, it should be read in complete context with the entire report Site Preparation • The proposed improvement areas are underlain by fill, possible fill soils, and alluvial soils The near surface soils possess moderate strengths and are considered to be suitable for support of the proposed improvements • New foundations for interior tenant improvements can be supported at nominal depths with a reduced soil bearing pressure Subsequent to foundation excavation, the soils exposed at bearing grade should be surface compacted to at least 90% of the ASTM 1557 maximum dry density • New exterior tenant improvement foundations for the new truck well/loading dock can be supported in newly compacted fill soils extending to at least a depth of 2 feet below foundation bearing grade Overexcavation and recompaction should be performed in these exterior tenant improvement areas Liquefaction • Our site-specific liquefaction evaluation indicates that the on-site soils are not subject to liquefaction during the design seismic event Interior Tenant Improvement Foundations • Conventional shallow foundations, supported in the existing soils which have been evaluated by the geotechnical engineer and surface compacted • 1,500 Ibs/ft2 maximum allowable soil bearing pressure • Reinforcement consisting of at least four (4) No 5 rebars (2 top and 2 bottom) in strip footings due to the medium expansion potential of the on-site soils Additional reinforcement may be necessary for structural considerations • New foundation elements in close proximity to the existing foundations should be structurally connected by doweling or reinforcing steel as designed and detailed by the structural engineer Exterior Tenant Improvement Foundations • Conventional shallow foundations, supported in newly compacted fill soils extending to at least 2 feet below foundation bearing grade • 2,500 Ibs/ft2 maximum allowable soil bearing pressure. • 1,500 Ibs/ft2 maximum allowable soil bearing pressure within 5 feet of existing foundations • Reinforcement consisting of at least (4) No 5 rebars (2 top and 2 bottom) in strip footings due to the medium expansion potential of the on-site soils Additional reinforcement may be necessary for structural considerations • The foundation elements of the exterior improvements should be structurally connected to those of the existing structure by doweling or reinforcing steel as designed and detailed by the structural engineer Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 CALIFORNIA Page i GEOTECHNICAl • Minor settlements may occur at the interface between the proposed addition and the existing structure. Building Floor Slabs • Minimum slab thickness. 5 inches • Minimum slab reinforcement No 4 bars at 18 inches on center, in both directions The actual floor slab reinforcement to be determined by the structural engineer • New slabs should be structurally connected to existing slabs by doweling or reinforcing steel as designed and detailed by the structural engineer Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 CALIFORNIA Page 2 GEOTECHNICAL 2.0 SCOPE OF SERVICES The scope of services performed for this project was in accordance with our Proposal No 08P378R, dated December 1, 2008 The scope of services included a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of new foundations and building floor slabs along with site preparation recommendations and construction considerations for the proposed development Based on the location of the subject site, this investigation also included a site specific liquefaction evaluation. The evaluation of the environmental aspects of this site was beyond the scope of services for this geotechnical investigation Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1CALIFORNIA Page 3 GEOTECHNICAL 3.0 SITE AND PROJECT DESCRIPTION 3.1 Site Conditions The subject site is located at the street address of 2618 El Cammo Real in Carlsbad, California The overall site is a retail/commercial complex bordered to the north by Marron Road, to the west by El Cammo Real, to the south by Hosp Way, and to the east by an apartment complex The general location of the site is illustrated on the Site Location Map, included as Plate 1 in Appendix A of this report The subject site is presently developed with two rectangular-shaped, one-story buildings that share a common wall The two buildings combined are 28,800± ft2 in size. The northern building is currently vacant and the southern building is a Smart & Final grocery store The buildings appear to be of masonry block construction, supported on conventional slabs-on-grade and shallow foundations The remainder of the overall site is developed with several retail/commercial buildings and an asphaltic concrete paved parking lot The existing asphaltic concrete pavements appear to be in fair to good condition Concrete flatwork and landscape planters are also present in limited areas throughout the site. A concrete paved loading area is located on the east side of the building. A masonry block retaining wall, approximately 6 to 7± feet in height, is located along the eastern property line. A 20±-feet-high slope with an inclination of 2h Iv ascends from the top of this retaining wall to the easterly adjacent property Detailed topographic information was not available at the time of this report Visually, the finished floor of the existing building appears to be generally level with no readily apparent slope The existing exterior grades to the west of the existing building was observed to be 1 to 4± feet lower than the finished floor grade of the existing building 3.2 Proposed Development The preliminary site plan for the proposed development was obtained from Little Diversified Architectural Consulting (LDAC). Based on this plan, several new improvements are proposed for the existing structures, which will be combined into one Henry's Marketplace The masonry block wall that is shared between the two existing buildings will be demolished Several new interior column footings will be constructed in the northwestern and southeastern area of the existing building A truck well/loading dock will be constructed on the eastern side of the building Preliminary grading plans were not available at the time of the geotechnical investigation Based on the existing topography, and assuming a relatively balanced site, cuts and fills less than 1± foot are expected to be necessary to achieve the proposed site grades within the new tenant improvement areas, aside from the proposed truck dock Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1CALIFORNIA Page 4 GEOTECHMCAL 3.3 Previous Studies Prior to our geotechmcal investigation, we performed research to obtain previously prepared geotechnical reports for the subject site at the city of Carlsbad engineering department and building department The representatives of the city of Carlsbad engineering department provided us with a copy of the following document • Foundation Investigation for Carlsbad Plaza South, Carlsbad, California, prepared for Santa Anita Development Corporation by Robert Prater Associates, Project No 101-21, 1194, dated April 27, 1976 This report presents the results of a foundation investigation that was performed for the proposed commercial development at the site At the time of this investigation, the ground surface elevations for the subject site ranged from 38± feet mean sea level (msl) at the culvert on Marron Road to 72± msl near the south corner of the property A soil stockpile, approximately 30± feet in height, was present in the northeastern area of the subject site. Eight (8) bucket auger borings were drilled at the site to depths of I31/z to 251/2± feet below the existing grade. Two (2) of the borings were drilled though the existing soil stockpile in the northeastern area of the site The fill soils consisted of clayey sands and sandy clays to depths of 19 to 21± feet in the soil stockpile area Underlying the fill soils in the soil stockpile area and at the ground surface in the remaining areas of the site, the alluvial soils consisted of medium dense to dense silty to clayey sands and very stiff sandy clays Groundwater was not encountered during drilling of any the borings The report recommended that the proposed buildings be supported on conventional, individual spread and/or continuous perimeter footings bearing in undisturbed natural soil and/or compacted fill Footings were recommended to be founded at least 16 inches below rough pad grade or 20 inches below lowest adjacent finished grade, whichever is deeper Building floor slabs were recommended to be supported on undisturbed natural soils and/or compacted fill provided the supporting soils possess a low potential for expansion Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 CALIFORNIA Page 5 GEOTECHNICAL 4.0 SUBSURFACE EXPLORATION 4.1 Scope of Exploration/Sampling Methods The subsurface exploration conducted for this project consisted of three (3) borings, advanced to depths of 10 to 44± feet below currently existing site grades Boring B-3, drilled to a depth of 44± feet below existing grade was terminated at a depth shallower than the 50 feet originally planned due to refusal on hard bedrock materials The 44± foot boring was performed as a part of the liquefaction evaluation All of the borings were logged during drilling by a member of our staff Boring B-3 was advanced with hollow-stem augers, by a truck-mounted drilling rig Representative bulk and m-situ soil samples were taken during drilling. Relatively undisturbed m- situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2 416± inch diameter brass rings This sampling method is described in ASTM Test Method D-3550 In-situ samples were also taken using a 1 4± inch inside diameter split spoon sampler, m general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches The blow counts obtained during driving are recorded for further analysis. Borings B-l and B-2 were advanced using manually operated hand augermg equipment Representative m-situ soil samples wer.e taken during drilling Relatively undisturbed m-situ samples were taken with a split barrel "California Sampler" containing a series of one inch long, 2 416± inch diameter brass rings Bulk samples were collected in plastic bags to retain their original moisture content The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 in Appendix A of this report The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as the results of some of the laboratory testing, are included in Appendix B 4.2 Geotechnical Conditions Portland Cement Concrete All three of the borings were drilled through the existing Portland cement concrete (PCC) building slab or loading area At the boring locations, these sections consist of 3 to 7± inches of Portland cement concrete No significant layer of underlying aggregate base was observed at Boring B-3 and 4± inches of underlying aggregate base was observed at Boring Nos B-l and B- 2 Proposed Tenant Improvements-Carlsbad, CA SOUTHERN Project No 08G214-1 CALIFORNIA Page 6 GEOTECHNICAL Artificial Fill Immediately beneath either the Portland cement concrete or the aggregate base, artificial fill soils were encountered at all of the boring locations, extending to depths of 21/z to 51/2± feet These fill soils generally consist of medium stiff to stiff fine sandy clays and silty clays Alluvium Beneath the fill soils, native alluvial soils were encountered at all of the boring locations These native alluvial soils extending from beneath the fill soils to the maximum depth explored of 44± feet, generally consist of medium stiff to very stiff fine sandy clays and medium dense clayey fine sands to a depth of 9 to 13± feet From 13 to 23± feet the alluvial soils consist of medium dense mterbedded silty fine sands and fine sandy silts Underlying the silty fine sands and fine sandy silts, the alluvium consists of hard clayey silt and silty clay extending to 32± feet Bedrock Bedrock consisting of the Santiago Formation (map symbol Tsa) was encountered beneath the alluvial soils at Boring B-3 This material consists of hard, gray, friable, silty claystone and clayey siltstone, extending to the maximum depth explored of 44± feet Boring B-3 was terminated after encountering refusal on the hard bedrock Groundwater Free water was not encountered during drilling of any of the borings In addition, delayed readings taken within the open boreholes did not identify any free water Based on the lack of any water within the borings, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 44± feet at the time of the subsurface exploration 4.2 Geotechnical Conditions Regional geologic conditions were obtained from the Geologic Map of the Oceanside, San Luis Rev, and San Marcos 7 5' Quadrangles, San Diego County, California, by Siang S Tan and Michael P Kennedy, published by the California Department of Conservation Department of Mines and Geology, 1996 This map indicates that the site is underlain by alluvium which overlays the Santiago Formation of Middle Eocene age. Based on the bedrock encountered within Boring B-3, it is our opinion the site is underlain by alluvium which overlays the clayey siltstone and silty claystone of the Santiago Formation (map symbol Tsa). The bedrock encountered in the exploratory boring is consistent with the mapped geologic conditions at the subject site. A portion of the geologic map is included as Plate 3 m Appendix A of this report Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1CALIFORNIA Page 7 GEOTECHNICAL 5.0 LABORATORY TESTING The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils The tests are briefly discussed below It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths Classification All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report In-situ Density and Moisture Content The density has been determined for selected relatively undisturbed ring samples These densities were determined in general accordance with the method presented in ASTM D-2937 The results are recorded as dry unit weight in pounds per cubic foot The moisture contents are determined in accordance with ASTM D-2216, and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs Consolidation Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D-2435 The testing apparatus is designed to accept either natural or remolded samples in a one-inch high ring, approximately 2.416 inches in diameter Each sample is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave The results of the consolidation testing are plotted on Plates C-l through C-2 in Appendix C of this report Expansion Index The expansion potential of the on-site soils was determined in general accordance with Uniform Building Code (UBC) Standard 18-2 The testing apparatus is designed to accept a 4-mch diameter, 1-m high, remolded sample The sample is initially remolded to 50± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds per square foot The sample is then inundated with water, and allowed to swell against the surcharge The resultant swell or consolidation is recorded after a 24-hour period The results of the El testing are as follows Sample Identification Expansion Index Expansive Potential B-2 @ 0 to 5 feet 77 Medium Proposed Tenant Improvements-Carlsbad, CA SOUHtKIS Project No 08G214-1 CALIFORNIA Page 8 GEOTECHNICAL Soluble Sulfates Representative samples of the near-surface soils were submitted to a subcontracted analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes into contact with these soils The results of the soluble sulfate testing are presented below, and are discussed further in a subsequent section of this report Sample Identification B-2 @ 0 to 5 feet Soluble Sulfates 0023 Sulfate Classification Negligible SOUTHERN CALIFORNIA GEOTECHNICAL Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 Page 9 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint The recommendations contained in this report should be taken into the design, construction, and grading considerations The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development 6.1 Seismic Design Considerations The subject site is located in an area which is subject to strong ground motions due to earthquakes. The performance of a site specific seismic hazards analysis was beyond the scope of this investigation However, numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not generally considered reasonable to design a structure that is not susceptible to earthquake damage Therefore, significant damage to structures may be unavoidable during large earthquakes The proposed structures should, however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life Faulting and Seismicity Research of available maps indicates that the subject site is not located within an Alquist-Pnolo Earthquake Fault Zone Therefore, the possibility of significant fault rupture on the site is considered to be low Seismic Design Parameters Based on standards in place at the time of this report, the proposed development must be designed in accordance with the requirements of the latest edition of the 2007 California Building Code (CBC), which is based on the 2006 International Building Code (IBC) The CBC provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height The seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site The 2007 CBC Seismic Design Parameters have been generated using Earthquake Ground Motion Parameters, a software application developed by the United States Geological Survey This software application, available at the USGS web site calculates seismic design parameters in accordance with the 2007 CBC, utilizing a database of deterministic site accelerations at 0 01 degree intervals The table below is a compilation of the data provided by the USGS application A copy of the output generated from this program is included in Appendix E of this report A cnuTucnv Proposed Tenant Improvements-Carlsbad, CA SOUTHERN Project No 08G214-1 CALIFORNIA Page 10 GEOTECHNICAL copy of the Design Response Spectrum, as generated by the USGS application is also included in Appendix E Based on this output, the following parameters may be utilized for the subject site. 2007 CBC SEISMIC DESIGN PARAMETERS Parameter Mapped Spectral Acceleration at 0 2 sec Period Mapped Spectral Acceleration at 1 0 sec Period Site Class Short-Period Site Coefficient at 0 2 sec Period Long-Period Site Coefficient at 1 0 sec Period Site Modified Spectral Acceleration at 0 2 sec Period Site Modified Spectral Acceleration at 1 0 sec Period Design Spectral Acceleration at 0 2 sec Period Design Spectral Acceleration at 1 0 sec Period Ss Si — Fa Fv SMS SMI SDS SDI Value 1 210 0459 D 1016 1541 1229 0707 0820 0471 Liquefaction The California Geological Survey (CGS) has not yet conducted detailed seismic hazards mapping in the area of the subject site However, the encountered soil conditions are not considered to be conducive to liquefaction These conditions consist of hard fine-grained soils and no groundwater observed in the upper 44±feet Based on these conditions, liquefaction is not considered to be a design concern for this project 6.2 Geotechnical Design Considerations General The subject site is generally underlain by moderate strength fill soils, alluvial soils and bedrock materials For interior tenant improvements, surface compaction of the soils exposed at nominal foundation bearing grade combined with the use of a reduced soil bearing pressure is recommended to reduce the potential for settlement related distress In the areas of exterior tenant improvements for the truck well/loading dock, remedial grading is recommended to remove and recompact the near surface soils Settlement Laboratory testing indicates that the fill and native alluvial soils possess moderate strengths and are considered suitable for support of the proposed interior improvements using a reduced soil bearing pressure The proposed limited remedial grading consisting of surface compaction of soils exposed in foundation excavations will reduce the settlement potential of the underlying soils In the areas of exterior tenant improvements for the truck well/loading dock, remedial grading to remove and recompact the near surface soils will reduce the potential for settlement SOUTHERN CALIFORNIA GEOTECHN'ICAL Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 Page 11 Therefore, following completion of the recommended grading, the post-construction settlements are expected to be within tolerable limits Expansion Laboratory testing performed on a representative sample of the near surface soils indicates that these materials possess a medium expansion potential (El = 77) Based on the presence of potentially expansive soils at this site, special care should be taken to properly moisture condition and maintain adequate moisture content within all subgrade soils as well as newly placed fill soils The foundation and floor slab design recommendations contained within this report are made in consideration of the expansion index test results Soluble Sulfates The results of the soluble sulfate testing, as discussed in Section 5 0 of this report, indicate soluble sulfate concentrations equal to or less than 0 023 percent These concentrations are negligible with respect to ACI guidelines Therefore, specialized concrete mix designs are not expected to be necessary, for sulfate protection purposes Grading and Foundation Plan Review Detailed grading and foundation plans were not available at the time of this report It is therefore recommended that we be provided with copies of the preliminary plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report 6.3 Site Grading Recommendations The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of this report, unless superseded by site-specific recommendations presented below Treatment of Existing Soils Interior Tenant Improvements Limited remedial grading should be performed within the new foundation excavations for interior tenant improvements. Following completion of the excavations required to reach foundation bearing grade, the foundation subgrade soils should be evaluated by the geotechnical engineer to verify their suitability to serve as the foundation bearing subgrade. This evaluation should include m-place moisture and density testing, and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if unsuitable fill materials or loose, porous, or low density native soils are encountered at the base of the excavations After a suitable foundation excavation subgrade has been achieved, the exposed soils should be scarified to a depth of at least 12 inches, thoroughly moisture conditioned to 2 to 4 percent above the optimum moisture content and recompacted to at least 90 percent of the ASTM D- Proposed Tenant Improvements-Carlsbad, CA SOUTHERN Project No 08G214-1 CALIFORNIA Page 12 GEOTECHNICAL 1557 maximum dry density The moisture conditioning and recompaction of the foundation subgrade soils should be verified by the geotechnical engineer. Treatment of Existing Soils' Exterior Tenant Improvements It is recommended that remedial grading be performed within the exterior tenant improvement areas (consisting of the proposed truck well/loading dock) to remove and replace the surficial fill soils and a portion of the near surface native soils to reduce the potential for consolidation and collapse It is recommended that the existing soils within these areas be overexcavated to a depth of at least 3 feet below existing grade and to a depth of 3 feet below proposed tenant improvement pad subgrade elevation. Within the influence zones of the new foundations, the overexcavation depth should also be sufficient to provide at least 2 feet of compacted fill below the proposed foundation bearing grades The excavation areas should extend at least 5 feet beyond the foundation perimeter Due to the presence of the existing structure to the west, the lateral extent of overexcavation will not be feasible along the western extent of the new loading dock. Temporary shoring and/or slot cutting procedures will be necessary Following completion of the overexcavation, the subgrade soils within the exterior tenant improvement areas should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation loads of the new structures. This evaluation should include proofrollmg and probing to identify any soft, loose or otherwise unstable soils that must be removed Soils suitable to serve as the structural fill subgrade should consist of suitable alluvial soils that possess an m-situ dry density equal to at least 85 percent of the ASTM D-1557 maximum dry density Some localized areas of deeper excavation may be required if excessively wet, loose, porous, or low density soils are encountered at the bottom of the overexcavation After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of at least 12 inches, moisture treated to 2 to 4 percent above optimum, and compacted to at lest 90% of ASTM D1557 maximum dry density The previously excavated soils may then be replaced as compacted structural fill Fill Placement • Fill soils should be placed in thin (6± inches), near-horizontal lifts, moisture conditioned to 2 to 4 percent above the optimum moisture content, and compacted • On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer. • All grading and fill placement activities should be completed in accordance with the requirements of the 2007 CBC and the grading code of the City of Carlsbad. • All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density Fill soils should be well mixed • Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content These tests are intended to aid the contractor Since the tests are taken at discrete locations and depths, they Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 CALIFORNIA Page 13 GEOTECHXICAL may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications Imported Structural Fill All imported structural fill should consist of very low to low expansive (El < 50), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No 200 sieve) Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D Utility Trench Backfill In general, all utility trench backfill should be compacted to at least 90 percent of the ASTM D- 1557 maximum dry density As an alternative, a clean sand (minimum Sand Equivalent of 30) may be placed within trenches and compacted in place (jetting or flooding is not recommended) Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the City of Carlsbad All utility trench backfills should be witnessed by the geotechnical engineer The trench backfill soils should be compaction tested where possible, probed and visually evaluated elsewhere Utility trenches which parallel a footing, and extending below a Ih Iv plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard Pea gravel backfill should not be used for these trenches 6.4 Construction Considerations Excavation Considerations The near surface soils generally consist of clayey sands, sandy clays with occasional silty clays and silty sands These materials may be subject to minor caving within shallow excavations Where caving occurs within shallow excavations, flattened excavation slopes may be sufficient to provide excavation stability Deeper excavations may require some form of external stabilization such as shoring or bracing Maintaining adequate moisture content within the near-surface soils will improve excavation stability All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations The proposed construction may require excavation of soils immediately adjacent to existing slabs and foundations of adjacent structures. The contractor should take all necessary precautions to avoid damage to any existing slabs and foundations that will be reused with the new building No soils should be removed from a zone defined by a Ih Iv downward projection, originating at a point located 1 foot beyond the limits of any existing footings or slabs Expansive Soils The near-surface soils at this site contain significant clay content. Expansion index testing indicates that a representative sample of these materials possesses a medium expansive Proposed Tenant Improvements-Carlsbad, CA sUUIHtKN Project No 08G214-1 CALIFORNIA Page 14 GEOTECHNICAL potential Therefore, care should be given to proper moisture conditioning of all building pad subgrade soils to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site grading All imported fill soils should have low expansive characteristics. In addition to adequately moisture conditioning the subgrade soils and fill soils during grading, special care must be taken to maintain moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum. This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs during a period of relatively wet weather Groundwater The static groundwater table at this site is considered to exist at a depth in excess of 44± feet Therefore, groundwater is not expected to impact grading or foundation construction activities 6.5 Foundation Design and Construction Based on the preceding recommendations, it is assumed that the new interior tenant improvement foundation elements will be underlain by 1± foot of soil that has been densified and moisture conditioned in place. Due to the previously discussed limitations of removal and recompaction of all the existing fill soils, the proposed interior improvements are recommended to be supported on a conventional shallow foundation system utilizing a slightly reduced soil bearing pressure Based on the preceding grading recommendations for exterior tenant improvements, it is assumed that the exterior tenant improvement foundations will be underlain by structural fill soils used to replace surficial undocumented fill and collapsible native soils The new structural fill soils are expected to extend to a depth of at least 2 feet below foundation bearing grade Foundation Design Parameters New square and rectangular footings may be designed as follows • Maximum, net allowable soil bearing pressure • 1,500 Ibs/ft2 for interior tenant improvements, and • 2,500 Ibs/ft2 for exterior tenant improvements • 1,500 Ibs/ft2 for exterior tenant improvements constructed within 5 feet of any existing structures • Minimum wall/column footing width 14 inches/24 inches • Minimum longitudinal steel reinforcement within strip footings Four (4) No 5 rebars (2 top and 2 bottom) • Minimum foundation embedment 12 inches into suitable soils, and at least 24 inches below adjacent exterior grade due to the medium expansive potential of the on-site soils Interior column footings may be placed immediately beneath the floor slab • New footings located adjacent to the existing footings should bear at elevations similar to those of the existing foundations. Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1CALIFORNIA page 15 GEOTECHNICAL • New foundation elements should be structurally connected to those of the existing structure by doweling or reinforcing steel as designed and detailed by the structural engineer • It is recommended that the perimeter building foundations be continuous across all exterior doorways Any flatwork adjacent to the exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer The allowable bearing pressures presented above may be increased by 1/3 when considering short duration wind or seismic loads The minimum steel reinforcement recommended above is based on geotechnical considerations, additional reinforcement may be necessary for structural considerations The actual design of the foundations should be determined by the structural engineer. Foundation Construction The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or concrete placement Soils suitable for direct foundation support should consist of newly placed structural fill, or scarified and recompacted existing soils which have been evaluated by the geotechnical engineer Any unsuitable materials should be removed to a depth of suitable bearing soils As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations. The foundation subgrade soils should also be properly moisture conditioned to 2 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process Estimated Foundation Settlements Post-construction total and differential settlements of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1 0 and 0 5 inches, respectively Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0 002 inches per inch Lateral Load Resistance Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade The following friction and passive pressure may be used to resist lateral forces • Passive Earth Pressure- 200 Ibs/ft3 . Friction Coefficient 0 25 These are allowable values, and include a factor of safety When combining friction and passive resistance, the passive pressure component should be reduced by one-third These values Proposed Tenant Improvements-Carlsbad, CA SOUTHERN Project No 08G214-1 CALIFORNIA Page 16 GEOTECHNICAL assume that footings will be poured directly against suitable soils. The maximum allowable passive pressure is 2,000 Ibs/ft2. 6.6 Floor Slab Design and Construction Some new areas of floor slab may be necessary with the proposed improvements If necessary, they may be constructed as a conventional slab-on-grade supported on newly compacted structural fill These new structural fill soils are expected to consist of at least 1± foot of soil that has been densified and moisture conditioned in place Based on geotechnical considerations, the floor slab may be designed as follows • Minimum slab thickness 5 inches • Minimum slab reinforcement No 4 bars at 18 inches on center, in both directions The actual floor slab reinforcement to be determined by the structural engineer • New slabs should be structurally connected to existing slabs by doweling or reinforcing steel as designed and detailed by the structural engineer • Slab underlayment 10 mil vapor barrier overlain by 2 inches of clean sand Where moisture sensitive floor coverings are not anticipated, the vapor barrier and the 2 inch layer of sand may be eliminated • Moisture condition the floor slab subgrade soils to 2 to 4 percent above the Modified Proctor optimum moisture content, to a depth of 12 inches The moisture content of the floor slab subgrade soils should be verified by the geotechnical engineer within 24 hours prior to concrete placement • Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks The actual design of the floor slabs should be completed by the structural engineer to verify adequate thickness and reinforcement 6.7 Exterior Flatwork Design and Construction Subgrades which will support new exterior slabs-on-grade for patios, sidewalks and driveways should be prepared in accordance with the recommendations contained in the Grading Recommendations section of this report Based on geotechnical considerations, exterior slabs on grade may be designed as follows • Minimum slab thickness1 4 inches • Minimum slab reinforcement No 3 bars at 18 inches on center, in both directions Proposed Tenant Improvements-Carlsbad, CA SOUTHERN Project No 08G214-1 CALIFORNIA Page 17 GFOTECHN'ICAI. • Moisture condition the flatwork subgrade soils to a moisture content of 3 to 4 percent above optimum moisture content, to a depth of at least 18 inches • Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks • Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 4 feet on center for sidewalks Control joints are intended to direct cracking Minor cracking of exterior concrete slabs on grade should be expected • Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement • Any flatwork adjacent to the exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer Thickened Edges Where the outer edges of concrete flatwork are to be bordered by landscaping, consideration should be given to the use of thickened edges to prevent excessive infiltration and accumulation of water under the slabs Thickened edges, if used, should be 6 to 8 inches wide, extend 12 inches below the tops of the finish slab surfaces, and be reinforced with a minimum of two No 4 bars, one top and one bottom 6.8 Retaining Wall Design and Construction Some new retaining walls will be required to construct the proposed improvements The parameters recommended for use in the design of these walls are presented below Retaining Wall Design Parameters Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site We have provided parameters for two different types of wall backfill on-site soils and imported select granular material The on-site soils generally consist of clayey sands and sandy clays with occasional silty clays and silty sands Based on their composition, these on-site soils have been assigned a friction angle of 28 degrees In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge This wedge is defined as extending from the heel of the retaining wall upwards at an angle of approximately 60 degrees Proposed Tenant Improvements-Carlsbad, CA SOUTHERN Project No 08G214-1 CALIFORNIA Page is GEOTECHN'ICAl RETAINING WALL DESIGN PARAMETERS Design Parameter Internal Friction Angle (<|>) Unit Weight Equivalent Fluid Pressure Active Condition (level backfill) Active Condition (2h Iv backfill) At-Rest Condition (level backfill) Soil Type Imported Aggregate Base 38° 130 Ibs/ft3 30 Ibs/ft3 44 Ibs/ft3 50 Ibs/ft3 On-Site Soils 28° 125 Ibs/ft3 45 Ibs/ft3 79 Ibs/ft3 66 Ibs/ft3 Regardless of the backfill type, the walls should be designed using a soil-footing coefficient of friction of 0 25 and an equivalent passive pressure of 200 Ibs/ft3 The structural engineer should incorporate appropriate factors of safety in the design of the retaining walls The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to deflect The at-rest earth pressure should be used for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure Seismic Lateral Earth Pressures In addition to the lateral earth pressures presented in the previous section, retaining walls which are more than 4 feet in height should be designed for a seismic lateral earth pressure, in accordance with the 2007 CBC The recommended seismic pressure distribution is triangular in shape, with a maximum magnitude of 16H Ibs/ft2, where H is the overall height of the wall. The maximum pressure should be assumed to occur at the top of the wall, decreasing to 0 at the base of the wall The seismic pressure distribution is based on the Mononobe-Okabe equation, utilizing a peak ground acceleration of 0.33g This peak site acceleration was obtained in accordance with the 2007 CBC, and is equal to SDS/2 5. Retaining Wall Foundation Design The retaining wall foundations should be supported within newly compacted fill soils extending to at least 2 feet below foundation bearing grade Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report SOUTHERN CALIFORNIA CEOTECHNICAl Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 Page 19 Backfill Material It is recommended that a minimum 1 foot thick layer of free-draining granular material (less than 5 percent passing the No 200 sieve) be placed against the face of the retaining walls This material should extend from the top of the retaining wall footing to within 1 foot of the ground surface on the back side of the retaining wall. This material should be approved by the geotechnical engineer If the layer of free-draining material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils The layer of free draining granular material should be separated from the backfill soils by a suitable geotextile, approved by the geotechnical engineer All retaining wall backfill should be placed and compacted under engineering controlled conditions in the necessary layer thicknesses to ensure an m-place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557- 91) Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided Subsurface Drainage As previously indicated, the retaining wall design parameters are based upon drained backfill conditions Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material Subsurface drainage may consist of either • A weep hole drainage system typically consisting of a series of 4-mch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spacing The weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location • A 4-mch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of dram placed behind the wall, above the retaining wall footing The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines The footing dram should be extended to daylight or tied into a storm drainage system Proposed Tenant Improvements-Carlsbad, CA Project No 08G214-1 CALIFORNIA ' Page 20 GEOTECHNICAl 7.0 GENERAL COMMENTS This report has been prepared as an instrument of service for use by the client, m order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc Furthermore, any reliance on this report by an unauthorized third party is at such party's sole risk, and we accept no responsibility for damage or loss which may occur The chent(s)' reliance upon this report is subject to the Engineering Services Agreement, incorporated into our proposal for this project The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein This report has been based on assumed or provided characteristics of the proposed development It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice No other warranty is implied or expressed Proposed Tenant Improvements-Carlsbad, CA bOUTHtRN Project No 08G214-1 CALIFORNIA Page 2i GEOTECHNICAL SOURCE SAN DIEGO COUNTY THOMAS GUIDE, 2008 SITE LOCATION MAP PROPOSED TENANT IMPROVEMENTS CARLSBAD, CALIFORNIA 1 =2400' DRAWN DRK CHKD RGT SCG PROJECT 08G214 1 PLATE 1 SOUTHERN CALIFORNIA GEOTECHNICAL t umt. Alluvium apd^6iluvium Unconsplii|q!$ silt clay sand and gravel " I TS.O | [Tda [ [ Tmv | I Tst'l Lake, reservoir and pond deposits partly submerged uncunsolidaicd clay silt, sand and gravel Landslide deposits (includes headscarp area) Sec further California Division of Mines and Geology Open Tile Report 95 04 Terrace deposits, reddish brown poorly bedded poorly- lo moderately indurated sandstone siltstone and conglomerate Subscripts indicate relative level1 with 1 Ihe lowest elevation (youngest age) The three lower levels have been correlated with the Bay Point Formation and the highest - level-witlr'the Linda Vista Formation, see Kennedy (1975) Weber (1982), and -Wilson (1972) I San Mateo Formation light colored massive to poorly bedded poorly lomoderatelxsihdurated' fine-grained sandstone with some conglomerate Possibly correlative with the Miguel Formation in the Simla Ana Mountains I San Onofte Breccia, greenish red poorly to moderately-bedded wcl ' indurated, breccia with Catalma Schist clasts Resistant to landshdmg • Dacite stock, small bodies of igneous rock of dacitic and basaltic composition Mission Valley Formation (Poway Group), light-colored poorly bedded poorly-indurated, fine-to medium-grained sandstone Stadium Conglomerate (Poway Group), poorly-bedded, poorly to mod-erately-indurated cobble conglomerate with coarse grained sandstone matrix Santiago Formation, light-colored poorly bedded poorly indurated line to.medium-grained sandstone mterbedded with landslide prone siltstone and'daystone- Local coarsc-ciaineJ sandstone and conglomerate Renamed from Scnpns Formation in the Encmilas (Tan 1986) ar-d Ranclio Santa Fe (Tan, 1987) quadrangles It imerfingcrs with Toroy Sandstone Torrey Sandstone (La Jolla Group) light colored massive and thick bed- ded, well-iriaurated medium-to coarse grained arkosic sandstone Resis lant to landslidmg It mterfingers with Santiago Form tion Fnars Formation (La Jolla Group) poorly bedded poorly indurated land- slide-prpne,iclay.Stone, fine-to mecliilm-grained sandstone and sonic conglo merate •?•, Del Mar Forrriation (La Jolla Group), poorly-bedded, poorly-indurated land- shdejpi'pnf iSAdy claystone mterheddcd with medium to coarse grained sandstone'-'^-Similar greenish colored claystone also cccurs locally in the Santiago Formation SOURCE "GEOLOGIC OF THE OCEANSIDE SAN LUIS KEY AND SAN MARCOS 7 5 QUADRANGLES SAN DIEGO COUNTY CALIFORNIA" TAN AND KENNEDY 1996 SITE GEOLOGIC MAP PROPOSED TENANT IMPROVEMENTS CARLSBAD, CALIFORNIA 1 =2000 DRAWN DRK CHKD RGT SCG PROJECT _ 08G21JJ PLATES SOUTHERN CALIFORNIA GEOTECHNICAL BORING LOG LEGEND SAMPLE DESCRIPTION SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH (DISTURBED) ROCK CORE SAMPLE TYPICALLY TAKEN WITH A DIAMOND TIPPED CORE BARREL TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK SOIL SAMPLE TAKEN WITH NO SPECIALIZED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE (DISTURBED) CALIFORNIA SAMPLER 2-1/2 INCH I D SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS DRIVEN WITH SPT HAMMER (RELATIVELY UNDISTURBED) NO RECOVERY THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL STANDARD PENETRATION TEST SAMPLER IS A 1 4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER (DISTURBED) SHELBY TUBE TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED (UNDISTURBED) VANE SHEAR TEST SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED COLUMN DESCRIPTIONS DEPTH: SAMPLE BLOW COUNT POCKET PEN. GRAPHIC LOG DRY DENSITY MOISTURE CONTENT LIQUID LIMIT PLASTIC LIMIT PASSING #200 SIEVE UNCONFINED SHEAR Distance in feet below the ground surface Sample Type as depicted above Number of blows required to advance the sampler 12 inches using a 140 Ib hammer with a 30-inch drop 50/3" indicates penetration refusal (>50 blows) at 3 inches WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer Graphic Soil Symbol as depicted on the following page Dry density of an undisturbed or relatively undisturbed sample in Ibs/ft3 Moisture content of a soil sample, expressed as a percentage of the dry weight The moisture content above which a soil behaves as a liquid The moisture content above which a soil behaves as a plastic The percentage of the sample finer than the #200 standard sieve The shear strength of a cohesive soil sample, as measured in the unconfined state SOIL CLASSIFICATION CHART MAJOR DIVISIONS COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) AMn LIQUID LIMIT CLAYS LESS THAN 50 AMn LIQUID LIMITAINL^ GREATER THAN 50CLAYS HIGHLY ORGANIC SOILS SYMBOLS GRAPH LETTER ;i^£i'«*• *^. »^••••••- %• • %•o<J^j o^vj•cy^Gv ->o O^o CO 0OQ0Oo.r\o v.r\ao^t >•&" -b O oO(^r\c Jo^U -<« J°C ^c C^DoOQ Q,. \Q $$/$^ : ; .: ; ,. •:•,•',•'. , '. •' ii i fjp jjj —;~_—^--_ _A_A^A^W/^A-A_A^ '/ ^ // \* '/ 0 '/ \ GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES LITTLE OR NO FINES POORLY-GRADED GRAVELS GRAVEL - SAND MIXTURES LITTLE OR NO FINES SILTY GRAVELS GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES WELL-GRADED SANDS GRAVELLY SANDS LITTLE OR NO FINES POORLY-GRADED SANDS GRAVELLY SAND, LITTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS SANDY CLAYS, SILTY CLAYS LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-1 JOB NO 08G214 DRILLING DATE 12/31/08 WATER DEPTH Dry PROJECT Henry's Tl's DRILLING METHOD Hand Auger CAVE DEPTH — LOCATION Carlsbad, California LOGGED BY Daniel Nielsen READING TAKEN At Completion FIELD RESULTS DEPTH (FEET)SAMPLEX X "* m X — R BLOW COUNTPOCKET PEN(TSF)425 30 35 GRAPHIC LOG' ' * V '?§ ^ DESCRIPTION SURFACE ELEVATION - MSL 31/z± inches Portland cement concrete Vi± inch Sand and ^\visquene, 4± inches Aggregate base material /~. FILL Mottled Light Brown and Gray Brown fine Sandy Clay medium dense-moist FILL Dark Brown Silty fine Sand medium dense-moist FILL Dark Brown Silty Clay, trace fine Sand, mottled, some fine Sand, stiff-damp to moist ALLUVIUM Gray Brown Clayey fine Sand to fine Sandv Clav -^calcareous nodules, stiff to medium dense-moist ^_ Light Gray Brown Silty fine Sand trace Iron oxide staining, medium dense-damp to moist Boring Terminated at 10' LABORATORY RESULTS DRY DENSITY(PCF)99 106 108 113 97 MOISTURECONTENT (%)19 17 18 10 9 LIQUIDLIMITPLASTICLIMITPASSING#200 SIEVE (%)UNCONFINEDSHEAR (TSF)COMMENTSEl - 77 @ 0 to 5 TEST BORING LOG PLATE B-1 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-2 JOB NO 08G214 DRILLING DATE 12/31/08 WATER DEPTH Dry PROJECT Henry's Tl's DRILLING METHOD Hand Auger CAVE DEPTH — LOCATION Carlsbad California LOGGED BY Daniel Nielsen READING TAKEN At Completion FIELD RESULTS DEPTH (FEET)10 —SAMPLEB B X X X B BLOW COUNTPOCKET PEN(TSF)45+ 35 20 45+ 45+GRAPHIC LOGVI i VI 'jj JJ m DESCRIPTION SURFACE ELEVATION — MSL y/2± inches Portland cement concrete, Vxt inch Sand and ~\visquene 4± inches Crushed Aggregate base /~. FILL Mottled Liaht Gray and Gray Brown fine Sandy Clay, medium stiff-moist ALLUVIUM Light Gray fine Sandy Clay medium stiff-moist . Gray Brown fine Sandy Clay, trace Iron oxide staining medium stiff to stiff-moist to very moist Gray Brown fine Sandy Clay, some Silt, calcareous nodules, medium stiff-moist Brown Silty Clay, trace fine Sand, Iron oxide stiff-moist Dark Brown Silty fine Sand, slightly porous, medium dense-damp Boring Terminated at 13' LABORATORY RESULTS DRY DENSITY(PCF)106 101 95 95 103 98 MOISTURECONTENT (%)14 19 24 26 12 6 Q 5t PLASTICLIMITPASSING#200 SIEVE (%)UNCONFINEDSHEAR (TSF)COMMENTS- TEST BORING LOG PLATE B-2 SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-3 JOB NO 08G214 DRILLING DATE 12/31/08 WATER DEPTH Dry PROJECT Henry's Tl's DRILLING METHOD Hollow Stem Auger CAVE DEPTH 39 feet LOCATION Carlsbad, California LOGGED BY Daniel Nielsen READING TAKEN At Completion FIELD RESULTS DEPTH (FEET). 5 - 10- 15 - <£(J 30-SAMPLE! X X X X X BLOW COUNT18 19 15 22 26 17 27 28 57 50/5"POCKET PEN(TSF)40 45+ 45+GRAPHIC LOG» !, 4 1 ^ » • •% I 1 ;;;; ;;;; 1 DESCRIPTION SURFACE ELEVATION — MSL 7*/4± inches Portland cement concrete FILL Mottled Light Brown and Gray Brown fine Sandy Clay, stiff-moist ALLUVIUM Gray fine Sandy Clay, stiff-moist Dark Brown fine Sandy Clay, stiff to very stiff-moist ; Red Brown Clayey fine Sand to fine Sandy Clay, medium ; dense to very stiff-moist Light Brown fine Sand, trace Clay, medium dense-moist ;. Brown fine Sandy Clay, very stiff-moist Interbedded fine Sand and fine Sandy Silt medium dense-damp to moist Light Gray Brown fine Sand, trace to little Silt, trace Iron oxide . staining, medium dense-damp to moist @ 21Vz to 23 feet, some fine Gravel Orange to Light Brown fine Sand, trace Silt, some Iron oxide staining, medium dense-moist Dark Gray Clayey Silt, trace Iron oxide staining, hard-moist Santiago Formation Bedrock (Tsa) Gray Silty Claystone, friable, hard-damp to moist LABORATORY RESULTS DRY DENSITY(PCF)107 114 105 115 101 MOISTURECONTENT (%)19 17 22 15 10 14 8 13 23 12 05t05_i _i PLASTICLIMITPASSING#200 SIEVE (%)UNCONFINEDSHEAR (TSF)S1N3I/M I/MOO- TEST BORING LOG PLATE B-3a SOUTHERN CALIFORNIA GEOTECHNICAL BORING NO. B-3 JOB NO 08G214 DRILLING DATE 12/31/08 WATER DEPTH Dry PROJECT Henry's Tl's DRILLING METHOD Hollow Stem Auger CAVE DEPTH 39 feet LOCATION Carlsbad, California LOGGED BY Daniel Nielsen READING TAKEN At Completion FIELD RESULTS DEPTH (FEET)SAMPLEX X BLOW COUNT50/55 96/9"POCKET PEN(TSF)GRAPHIC LOGDESCRIPTION (Continued) Santiago Formation Bedrock (Tsa) Gray Silty Claystone, friable, hard-damp to moist Boring Terminated at 44' on hard Bedrock LABORATORY RESULTS DRY DENSITY(PCF)MOISTURECONTENT (%)15 14 Q 5t PLASTICLIMITPASSING#200 SIEVE (%)UNCONFINEDSHEAR (TSF)COMMENTS- I TEST BORING LOG PLATE B-3b Consolidation/Collapse Test Results cI(fl o«T3 3 14 16 Load (ksf) Classification FILL Mottled Light Gray and Gray Brown fine Sandy Clay Boring Number B-2 Sample Number Depth (ft) 1 to 2 Specimen Diameter (in) 2 4 Specimen Thickness (in) 1 0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 14 22 1056 1173 069 Henry's Tl's Carlsbad, California Project No 08G214 PLATE C-1 SOUTHERN CALIFORNIA GEOTECHNICAL Consolidation/Collapse Test Results Load (ksf) Classification ALLUVIUM Light Gray fine Sandy Clay Boring Number B-2 Sample Number Depth (ft) 3 to 4 Specimen Diameter (in) 2 4 Specimen Thickness (in) 1 0 Initial Moisture Content (%) Final Moisture Content (%) Initial Dry Density (pcf) Final Dry Density (pcf) Percent Collapse (%) 19 22 1007 111 0 023 Henry's Tl's Carlsbad, California Project No 08G214 PLATE C- 2 SOUTHERN CALIFORNIA GEOTECHNICAL Grading Guide Specifications Page 1 GRADING GUIDE SPECIFICATIONS These grading guide specifications are intended to provide typical procedures for grading operations They are intended to supplement the recommendations contained in the geotechmcal investigation report for this project Should the recommendations in the geotechmcal investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechmcal investigation report will govern General The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechmcal reports, and in accordance with city, county, and applicable building codes The Geotechmcal Engineer is the representative of the Owner/Builder for the purpose of implementing the report recommendations and guidelines These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechmcal Engineer to direct the grading equipment or personnel employed by the Contractor The Earthwork Contractor is required to notify the Geotechmcal Engineer of the anticipated work and schedule so that testing and inspections can be provided If necessary, work may be stopped and redone if personnel have not been scheduled in advance The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site to process, moisture condition, mix and compact the amount of fill being placed to the approved compaction In addition, suitable support equipment should be available to conform with recommendations and guidelines in this report Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrams and benches should be observed by the Geotechmcal Engineer prior to placement of any fill It is the Earthwork Contractor's responsibility to notify the Geotechmcal Engineer of areas that are ready for inspection Excavation, filling, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface The Geotechmcal Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures and/or installation of subdrams Site Preparation The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance with the recommendations of the Geotechmcal Engineer If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechmcal Engineer and Owner/Builder should be notified immediately Grading Guide Specifications Page 2 • Major vegetation should be stripped and disposed of off-site This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer • Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies If such structures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated • Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement • Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc , should be excavated and filled with compacted fill • Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted • The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Geotechnical Engineer Depending upon field conditions, this may require air drying or watering together with mixing and/or discing Compacted Fills • Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as "contaminated," and shall be very low to non-expansive with a maximum expansion index (El) of 50 The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below • All soils should be evaluated and tested by the Geotechnical Engineer Materials with high expansion potential, low strength, poor gradation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer • Rock fragments or rocks less than 6 inches in their largest dimensions, or as otherwise determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion of the Geotechnical Engineer • Rock fragments or rocks greater than 12 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer These materials should be placed in accordance with Plate D-8 of these Grading Guide Specifications and in accordance with the following recommendations • Rocks 12 inches or more in diameter should be placed in rows at least 15 feet apart, 15 feet from the edge of the fill, and 10 feet or more below subgrade Spaces should be left between each rock fragment to provide for placement and compaction of soil around the fragments • Fill materials consisting of soil meeting the minimum moisture content requirements and free of oversize material should be placed between and over the rows of rock or Grading Guide Specifications Page 3 concrete Ample water and compactive effort should be applied to the fill materials as they are placed in order that all of the voids between each of the fragments are filled and compacted to the specified density • Subsequent rows of rocks should be placed such that they are not directly above a row placed in the previous lift of fill A minimum 5-foot offset between rows is recommended • To facilitate future trenching, oversized material should not be placed within the range of foundation excavations, future utilities or other underground construction unless specifically approved by the soil engineer and the developer/owner representative • Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer for the project • Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer After proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-1557-78 unless otherwise indicated • Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the Geotechnical Engineer These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, equipment effectiveness and site conditions The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies • Fill areas unused for a period of time may require moisture conditioning, processing and recompaction prior to the start of additional filling The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made • Fill placed on ground sloping at a 5-to-l inclination (honzontal-to-vertical) or steeper should be benched into bedrock or other suitable materials, as directed by the Geotechnical Engineer Typical details of benching are illustrated on Plates D-2, D-4, and D-5 • Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet and rebuilt with fill (see Plate D-l), as determined by the Geotechnical Engineer • All cut lots should be inspected by the Geotechnical Engineer for fracturing and other bedrock conditions If necessary, the pads should be overexcavated to a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration • Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration • Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support Backfill along walls must be placed and compacted with care to ensure that excessive unbalanced lateral pressures do not develop The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design Grading Guide Specifications Page 4 Foundations Fill Slopes The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a 1/2 horizontal to 1 vertical (0 5 1) inclination Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade Compacted fill within the interior of structures should extend to the floor subgrade elevation • The placement and compaction of fill described above applies to all fill slopes Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core • Slope compaction may also be achieved by backrollmg the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope Upon completion of slope construction, the slope face should be compacted with a sheepsfoot connected to a sideboom and then grid rolled This method of slope compaction should only be used if approved by the Geotechnical Engineer • Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face • All fill slopes should be keyed into bedrock or other suitable material Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate D-5) • All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling • The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements The fill portion should be adequately keyed through all surficial soils and into bedrock or suitable material Soils should be removed from the transition zone between the cut and fill portions (see Plate D- 2) Cut Slopes • All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet Failure to notify may result in a delay in recommendations • Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations • All stabilization excavations should be cleared of loose slough material prior to geotechnical inspection Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate D-5 I I I I I I I I I I I I I I I I I I I Grading Guide Specifications Page 5 Stabilization key excavations should be provided with subdrams Typical subdram details are shown on Plates D-6 Subdrams Subdrams may be required in canyons and swales where fill placement is proposed Typical subdram details for canyons are shown on Plate D-3 Subdrams should be installed after approval of removals and before filling, as determined by the Soils Engineer Plastic pipe may be used for subdrams provided it is Schedule 40 or SDR 35 or equivalent Pipe should be protected against breakage, typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer Filter material for subdrams should conform to CALTRANS Specification 68-1 025 or as approved by the Geotechnical Engineer for the specific site conditions Clean %-mch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer Pipe diameters should be 6 inches for runs up to 500 feet and 8 inches for the downstream continuations of longer runs Four-inch diameter pipe may be used in buttress and stabilization fills CUT LOT COMPACTED FILL r OVEREXCAVATE AND RECOMPACT COMPETENT MATERIAL, AS APPROVED BY THE GEOTECHNICAL ENGINEER CUT/FILL LOT (TRANSITION) OVEREXCAVATE AND RECOMPACT DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOIL ENGINEER IN STEEP TRANSITIONS COMPETENT MATERIAL, AS APPROVED BY THE GEOTECHNICAL ENGINEER TRANSITION LOT DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM PLATE D-1 SOUTHERN CALIFORNIA GEOTECHNICAL II I I I NEW COMPACTED FILL COMPETENT MATERIAL CUT/FILL CONTACT TO BE SHOWN ON "AS-BUILT" NATURAL GRADE CUT/FILL CONTACT SHOWN ON GRADING PLAN BEDROCK OR APPROVED COMPETENT MATERIAL MAXIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER MINIMUM 1'TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) CUT SLOPE TO BE CONSTRUCTED PRIOR TO PLACEMENT OF FILL ' KEYWAY IN COMPETENT MATERIAL MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER KEYWAY MAY NOT BE REQUIRED IF FILL SLOPE IS LESS THAN 5 FEET IN HEIGHT AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER FILL ABOVE CUT SLOPE DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CH.KD GKM PLATE D-2 SOUTHERN CALIFORNIA GEOTECHNICAL CLEANOUT EXCAVATION MINUS 1" CRUSHED ROCK COMPLETELY SURROUNDED BY FILTER FABRIC, OR CLASS II PERMEABLE MATERIAL 4" MIN 6" DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE PIPE MATERIAL ADS (CORRUGATED POLETHYLENE) TRANSITE UNDERDRAIN PVC OR ABS SDR 35 SDR 21 DEPTH OF FILL OVER SUBDRAIN 8 20 35 100 SCHEMATIC ONLY NOT TO SCALE CANYON SUBDRAIN DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM PLATE D-3 SOUTHERN CALIFORNIA GEOTECHNICAL FINISHED SLOPE FACE OVERFILL REQUIREMENTS PER GRADING GUIDE SPECIFICATIONS TOE OF SLOPE SHOWN ON GRADING PLAN PROJECT SLOPE GRADIENT (1 1 MAX ) PLACE COMPACTED BACKFILL TO ORIGINAL GRADE NEW COMPACTED FILL COMPETENT MATERIAL • MAXIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER 2'MINIMUM —' KEY DEPTH MINIMUM 1' TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) KEYWAY IN COMPETENT MATERIAL MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNIAL ENGINEER KEYWAY MAY NOT BE REQUIRED IF FILL SLOPE IS LESS THAN 5' IN HEIGHT AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER NOTE BENCHING SHALL BE REQUIRED WHEN NATURAL SLOPES ARE EQUAL TO OR STEEPER THAN 5 1 OR WHEN RECOMMENDED BY THE GEOTECHNICAL ENGINEER FILL ABOVE NATURAL SLOPE DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM PLATE D-4 SOUTHERN CALIFORNIA GEOTECHNICAL 3' TYPICAL BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL ENGINEER TOP WIDTH OF FILL AS SPECIFIED BY THE GEOTECHNICAL ENGINEER COMPETENT MATERIAL ACCEPTABLE TO THE SOIL ENGINEER COMPACTED FILL FACE OF FINISHED SLOPE MINIMUM HEIGHT OF BENCHES IS 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER 2'MINIMUM ' KEY DEPTH KEYWAY WIDTH, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER MINIMUM V TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) STABILIZATION FILL DETAIL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM PLATE D-5 SOUTHERN CALIFORNIA GEOTECHNICAL DESIGN FINISH SLOPE OUTLETS TO BE SPACED AT 100' MAXIMUM INTERVALS EXTEND 12 INCHES BEYOND FACE OF SLOPE AT TIME OF ROUGH GRADING CONSTRUCTION BLANKET FILL IF RECOMMENDED 1 BY THE GEOTECHNICAL ENGINEER BUTTRESS OR SIDEHILL FILL 2' CLEAR DETAIL "A" 4-INCH DIAMETER NON-PERFORATED OUTLET PIPE TO BE LOCATED IN FIELD BY THE SOIL ENGINEER "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT (CONFORMS TO EMA STD PLAN 323) "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT SIEVE SIZE 1" 3/4" 3/8" NO 4 NO 8 NO 30 NO 50 NO 200 PERCENTAGE PASSING 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 SIEVE SIZE 1 1/2" NO 4 NO 200 MAXIMUM PERCENTAGE PASSING 100 50 8 SAND EQUIVALENT = MINIMUM OF 50 OUTLET PIPE TO BE CON- NECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW DETAIL "A" FILTER MATERIAL - MINIMUM OF FIVE CUBIC FEET PER FOOT OF PIPE SEE ABOVE FOR FILTER MATERIAL SPECIFICATION ALTERNATIVE IN LIEU OF FILTER MATERIAL FIVE CUBIC FEET OF GRAVEL PER FOOT OF PIPE MAY BE ENCASED IN FILTER FABRIC SEE ABOVE FOR GRAVEL SPECIFICATION FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12 INCHES ON ALL JOINTS MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE PROVIDE CAP AT UPSTREAM END OF PIPE SLOPE AT 2 PERCENT TO OUTLET PIPE NOTES 1 TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL SLOPE FILL SUBDRAINS GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM PLATE D-6 SOUTHERN CALIFORNIA GEOTECHNICAL MINIMUM ONE FOOT THICK LAYER OF LOW PERMEABLILITY SOIL IF NOT COVERED WITH AN IMPERMEABLE SURFACE MINIMUM ONE FOOT WIDE LAYER OF FREE DRAINING MATERIAL (LESS THAN 5% PASSING THE #200 SIEVE) OR PROPERLY INSTALLED PREFABRICATED DRAINAGE COMPOSITE (MiraDRAIN 6000 OR APPROVED EQUIVALENT) FILTER MATERIAL - MINIMUM OF TWO CUBIC FEET PER FOOT OF PIPE SEE BELOW FOR FILTER MATERIAL SPECIFICATION ALTERNATIVE IN LIEU OF FILTER MATERIAL TWO CUBIC FEET OF GRAVEL PER FOOT OF PIPE MAY BE ENCASED IN FILTER FABRIC SEE BELOW FOR GRAVEL SPECIFICATION FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 6 INCHES ON ALL JOINTS MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE PROVIDE CAP AT UPSTREAM END OF PIPE SLOPE AT 2 PERCENT TO OUTLET PIPE <3 A "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT (CONFORMS TO EMA STD PLAN 323) "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT SIEVE SIZE 1" 3/4" 3/8" NO 4 NO 8 NO 30 NO 50 NO 200 PERCENTAGE PASSING 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 SIEVE SIZE 1 1/2" NO 4 NO 200 MAXIMUM PERCENTAGE PASSING 100 50 8 SAND EQUIVALENT = MINIMUM OF 50 RETAINING WALL BACKDRAINS GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN JAS CHKD GKM PLATE D 7 SOUTHERN CALIFORNIA GEOTECHNICAL 5 FEET MINIMUM OFFSET 15 FEET MINIMUM 3 FEET MINIMUM Typical Row of Oversize Rock Fragments Section View Typical Row of Oversize Rock Fragments 15 FEET MINIMUM Fill Slope Plan View PLACEMENT OF OVERSIZED MATERIAL GRADING GUIDE SPECIFICATIONS NOT TO SCALE DRAWN PM CHKD GKM PLATE D-8 SOUTHERN CALIFORNIA GEOTECHNICAL I i i CM CD : LO h-tn re CO CM O<UC/3 O0)Q. (O cO) 550)a ! O) CO O o CD O '• ID : ; O CO O CM O inoo 'o o CO LO CD- 0; oCD uo ;O •o • LO•in .-sr %£ -;'°-: o•sr o LOro 'O •'CO,:o-CM o LO 'O-e. T- o: .-" 'p o OCM o o -(S)-es 'Op o Conterminous 48 States 2006 International Building Code Latitude = 33 176498 Longitude = -117 324755 Spectral Response Accelerations Ss and SI Ss and SI ~ Mapped Spectral Acceleration Values Site Class B - Fa - 1 0 .Fv = 1 0 Data are based on a 0 01 deg grid spacing Period Sa (sec) (g) 02 1 210 (Ss, Site Class B) 1 0 0459 (SI, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 33 176498 Longitude = -117 324755 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SMI = Fv x SI Site Class D - Fa - 1 016 ,Fv = 1 541 Period Sa (sec) (g) 0 2 1 229 (SMs, Site Class D) 10 0 707 (SMI, Site Class D) Conterminous 48 States 2006 International Building Code Latitude-33 176498 Longitude = -117 324755 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SMI Site Class D - Fa - 1 016 ,Fv = 1 541 Period Sa (sec) (g) 02 0 820 (SDs. Site Class D) 10 0471 (SDL Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 33176498 Longitude--117 324755 07-06-2009 t City of Carlsbad 11635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR09073 Building Inspection Request Line (760) 602-2725 Job Address Permit Type Parcel No Valuation Reference # PC# Project Title 2618 EL CAMINO REAL CBAD PCR 1670307700 Lot# $0 00 Construction Type CB090336 HENRY'S-VARIOUS REVISIONS TO APPROVED PLANS CB090336 5B Applicant ALVIN SVAREZ STE 275 1050 LAKES DR 91790 626 931-2323 Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 06/11/2009 RMA 07/06/2009 07/06/2009 Owner VANDERBURG LIVING TRUST 08-22-90 C/O HUGHES INVESTMENTS - MANAGER P O BOX 8700 NEWPORT BEACH CA 92658 Plan Check Revision Fee Additional Fees $480 00 $000 Total Fees $480 00 Total Payments To Date $480 00 Balance Due $000 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications reservations or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any tees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired City of Carlsbad Plan Check Revision No Project Address %&/$ & 1M.7± Building Department Original Plan Check NoCfi(MQW&_ Date £ //-If Name of Business at Project Address Contact flUt/lfd £t/#ft^ Ph frit Contact Address _JOS&_JM&C_ &H\/£ $Ujj£ General Scope of Work Fm*,i City Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised Plans Calculations Soils Other ...... __ .............. 2 Describe revisions in detail pLf?/gf* $&£ pftffiM&® H^W-pup 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 5 Does this revision, in any way, alter the exterior of the project"? O Yes O Does this revision add ANY new floor area(s)? O Yes ^ No T Does this revision affect any fire related issues? |~~| Yes IM No 8 Is this a complete set? fi?] Yes |~~| No ^Signature No 1635 Faraday Avenue Carlsbad CA 92008 Phone 760-602-2717/2718/2719 Fax 760-602-8558 JUN 13 2003 22 32 #1801 P 001 /003 M^ Corporation In Partnership -antfi. government for <BwCtfing Safety FAX TRANSMITTAL Date- C / Z 3/ Qg Number of Pages Being Transmitted (Including Fax Transmittal) Time Sent •? To CA£^..SfaVft bLr>r. D^er From: Phone # Hard Copy Mailed'? YES G NO D Fax#. ( Remarks: AffLtCJmr Mf&ftr A^OP cA£/-xW f(_A/ij.S ro?.o>3&O>/lgC<L 09- TTAL 9320 Chosapeake Dnvc, Suite 208 + San Diego, California 92123 ^ (85&) 560-1468 * Fax (858) 560-1576 EsGil Corporation ^ In Partnership with (government for <BuitdinQ Safety • DATE June 23, 2009 u APPLICANT ^g' JURIS]) JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR09073(090336.REV) SET I PROJECT ADDRESS 2618 El Camino Real PROJECT NAME Revn for the T.I. of Henry's Farmers Market The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Romeo Ramos 1050 Lakes Drive, Ste 275, West Covma, CA 91790 X] 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 Romeo Telephone # (626) 931-2314 Date contacted (by ) Fax # 23> Mail Telephone Fax In Person XI REMARKS PLEASE HAVE The applicant to revise the corr^Ttistion air duct sizing for the (refrigeration equipment) mechanical room on all plans to a/minimum 275 square inches, each duct See sheet P4 1 for the detail to be revised ' By Bert Domingo Enclosures EsGil Corporation GA D MB EJ D PC 6/15/09 9320 Chesapeake Drive, Suite 208 * San Diego. California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad PCR09O73(09O336.REV) , June 23,2O09 .v [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO PCRO9O73(O9O336.REV) PREPARED BY Bert Domingo DATE June 23, 2009 BUILDING ADDRESS 2618 El Camino Real BUILDING OCCUPANCY M TYPE OF CONSTRUCTION VB BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code RIHn Pprmit FPP hv Orrlina AREA (Sq Ft) cb nrp ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance ; v \ Type of Review d Complete Review n Repetitive Fee ~: 1 Repeats Based on hourly rate D Other i—i Hourly EsGil Fee Structural Only Mrs @ $372 00 Comments ESGIL FEE = $100/HR(ENGR) X 2 MRS + $86/HR(PE)X2 MRS = $372 00 Sheet 1 of 1 macvalue doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 9-73 DATE ADDRESS RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR (<$17,000.00) PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE OTHER PLANNER ENGINEER COMPLETE OFFICE BUILDING DATE DATE 7 /o Docs/Misforrns/Planning Engineering Approvals x=^n D D D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No PCR 09-073 Address 2618 El Cammo Real Planner Chris Sexton Phone (760) 602-4624 APN 167-030-77 Type of Project & Use JJ Net Project Density N/A DU/AC Zoning C-L General Plan L Facilities Management Zone 2 CFD (in/out) #_Date of participation Remaining net dev acres Circle One (For non-residential development Type of land used created by this permit Legend Item Complete Environmental Review Required DATE OF COMPLETION _ Item Incomplete - Needs your action YES Q NO D TYPE Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval _ Discretionary Action Required APPROVAL/RESO NO _ DATE PROJECT NO _ OTHER RELATED CASES YES [U NO d TYPE Consistency Determination Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES JEl NO Q CA Coastal Commission Authority? YES Q NO Q 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) Exempt Habitat Management Plan Data Entry Completed? YES d NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') Inclusionary Housing Fee required YES D NO D (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES Q NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\Template\Buildmg Plancheck Review Checklist doc Rev 4/08 Site Plan K! Hi E 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) Provide legal description of property and assessor's parcel number D D Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES D NO D 2 Project complies YES D NOQ Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope Required Required Required Required Required Shown Shown Shown Shown Shown 2 Accessory structure setbacks Front Required Interior Side Required Street Side Required Rear Required Structure separation Required Shown Shown Shown Shown Shown 3 Lot Coverage Required Shown 4 Height Required Shown D Spaces Required Shown5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required _ Shown Additional Comments 1) Need to apply for a Consistency Determination for the additren of I0e metal screening and awning at dock area Application is attached - the fee is $656 00 OK TO ISSUE AND ENTERED APPROVAL INTO H \ADMIN\Template\Buildmg Plancheck Review Checklist doc Rev 4/08 LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING June 11, 2009 Building Department City of Carlsbad 1635 Faraday Avenue, Carlsbad, CA 92108 Tel No (760)602-2700 RE PLAN REVISIONS TO PERMITTED SET HENRY'S FARMER'S MARKET 2618 El Cammo Real CARLSBAD, CA Previous Plan Check No #090336 This letter outlines all the revisions made after the issuance of the permitted set ARCHITECTURAL Tl.l - Cover Sheet, Code Information 1 Revised architectural sheet index, added new sheet Al 0 plumbing dimension plan 2 Revised mechanical sheet index, add new sheets M-7 & M-8 hood drawings per Health Dept requirements 3 Revised sheet names for civil drawings sheets 4 of 5 & 5 of 5 T1.2 - Egress Path Plan 1 Fire extinguishers located on plan, key notes added T1.3A, T1.3B, T1.4A, T1.4B - Accessibility Notes & Details - NO CHANGES SP-1 - Site Improvement Plan 1 Miscellaneous key note revisions 2 Revised details #3, #4, #5 & #6 3 Revised key notes on partial site plan 4 Revised dimension set out of curb ramps HD-1 - Health Department Notes - NO CHANGES Fl.l - Fixture Plan 1 Adjusted dimensions at Natural Living 2 Time clock relocated to break room 3 Switched location of gas hot plate (FC910) & gas char-broiler (FC911) by Deli Service Area 4 Locate "Health Notes" by Natural Living 5 Renamed fixture to " 8'COSMETICS" by Natural Living 6 Properly locate refrigerated dairy cases underneath soffit wall, update dimensions 7 Revised layout of cart corral 8 Provided new water vendo machine 9 Addition of a 6'-0" pallet rack 1050 Lakes Dr/ve, Suite 275 West Covina, CA 91790 Page 1 of 7 LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING Continuation HENRY'S Carlsbad, CA Plan Revisions to Permitted Set-06 11 09 F1.2 - Fixture Tag Plan 1 Fixture tags added 2 Switched location of gas hot plate (FC910) & gas char-broiler (FC911) by Deli Service Area 3 Replaced fixture tag of pallet racks to ST164 4 Removed fixture tag DS161 by Natural Living F1.3 & F1.4 - Fixture & Equipment Schedule 1 Additional fixtures reflected on schedule 2 Identified on schedule which fixtures are self-contained and has direct/indirect connections per Health Dept requirements Dl.l - Demolition Floor Plan 1 Revised outline of existing slab to be removed & updated dimensions Al.O - Plumbing Dimension Plan - NEW SHEET ADDED Al.l - Concrete Slab Plan 1 Trenching note, legend & key notes updated 2 Added set-out dimensions of concrete curbs 3 Area drains relocated, area dram levels adjusted @ bakery area 4 Delete walker duct cover @ south end of check stands 5 Revised detail call-outs @ janitor's area 6 Added wood curb @ gridlme T behind meat prep area 7 Revised loading dock dimensions A1.2 - Floor Plan 1 Key notes & legend updated 2 Added furring wall @ back side of SD room, moved front wall 3 Updated dimension for new roll-up door 4 Added dimensions to show extent of plenum walls 5 Revised sheet general note "A 1" 6 Revised key notes #2, #3, #31 & #33 7 Revised layout of cart corral 8 Provided new water vendo machine 9 Added a 6'-0" section pallet rack A1.3 .1 & Al.3.2 - Enlarged Plans 1 Key notes & dimensions revised 2 Time clock relocated to break room 3 Adjusted length of deli cooler wall 4 Added furring wall at back side of SD room, moved front wall 5 Switched location of gas hot plate (FC910) & gas char-broiler (FC911) by Deli Service Area. 6 Show additional corner wall guards 7 Revised location of refrigerated dairy cases underneath soffit wall 8 Revised dimensions of wall opening along dairy cases A1.4 - Floor Pattern Plan 7050 Lakes Drive, Suite 275 West Covma, CA 91790 Page 2 of 7 LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING Continuation HENRY'S Carlsbad, CA Plan Revisions to Permitted Set -06 11 09 1 Revised VCT floor pattern @ Natural Living, dimensions revised A1.5 - Reflected Ceiling Plan 1 Ceiling legend revised 2 Soffit height added @ janitor's area 3 Revised description of type 'A' fixture @ lighting legend 4 Removed series of lights by store entry 5 Additional lights & exit signs added 6 Storefront head detail call-out added 7 Revised ceiling height @ produce cooler & produce prep to lO'-O" A1.6 - Roof Plan 1 Added key note #14 2 Note added for gas line support at roof 3 Added detail call-out @ receiving dock A2.1 - Modified Existing Exterior Elevations 1 Key notes revised 2 Dimensions added to south elevation @ new dock area 3 New wall below storefront shown @ west elevation A2.2 - Interior Elevations 1 Key plan added 2 New wall below storefront windows shown @ elevation #1 A3.6 - Interior Wall Sections 1 Reflected the correct fixture profile on wall sections #1, #2, #3 & #6 2 Renamed detail #6 A4.1 - Details 1 Revised details #4, #9, #21 & #22 A4.2 - Details 1 Additional description added to wall types #1, #6, #7, #8, #10, #11, #13 & #17 A4.3 - Details 1 Revised details #7, #17 & #19 A4.4 - Roof Details 1 Renamed detail #3 2 Added detail #18 A5.1 - Finish Schedule & Wall Finish Key Plan 1 Revised finish legend, finish schedule & wall finish key 2 Revised wall finish key @ drinking fountain area to be S S panel walls 3 Revised Finish Legend on Epoxy flooring 7050 Lakes Drive, Suite 275 West Covina, CA 91790 Page 3 of 7 LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING Continuation HENRY'S Carlsbad, CA Plan Revisions to Permitted Set -06 11 09 A5.2 - Wall Finish Elevations & Details 1 Revised detail #20 2 Renamed wall finish elevations 3 Added wall finish elevations W14 & W15 4 Revised detail #1 "Elevations Wl & W3" , & detail #3 spoon cove base A5.3 - Door & Window Schedules & Details 1 Added detail #12 2 Revised detail #l-wmdow types 3 Added remarks on door schedule 4 Revised hardware set note #5 5 Provided hardware set for door #115 @ equipment room 6 Revised hardware notes to reflect the removal of exterior key cylinder and external power 7 Revised door schedule remarks to provide lockable control of roll-up door A5.4 - Toilet Room Plans, Elevations & Details 1 Revised women's toilet plan and elevations, dimensions updated 2 Renamed sheet title to match architectural sheet index 3 Revised detail #6 - reflect S S wall panel finish behind drinking fountain A6.1 - Millwork 1 Relocated outlets below tables 2 Adjusted adjustable shelving height 3 Reflected adjustable shelving on SD Office elevations as shown on plan 4 Reflected location of CCTV equipment @ S D office STRUCTURAL 52 - Foundation Plan 1 Added detail call-out 14/SD-4 @ janitor's area 2 Added detail call-out 5/SD-5(SIM) @ front of store 53 - Ceiling Framing Plan 1 Added joist info @ janitor's area SD4 - Sections & Details 1 Revised detail #6 PLUMBING P2.1 - Waste & Vent Plan 1 Added floor sink notes required by health department 2 Provided drainage connection to water vendo machine 7050 Lakes Drive, Suite 275 West Covma, CA 91790 Page 4 of 7 LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING Continuation HENRY'S Carlsbad, CA Plan Revisions to Permitted Set -06 11 09 P3.1 - Hot & Cold Water Piping Plan 1 Revised water heater calculation 2 Provided water connection to water vendo machine P4.1 - Gas Piping Plan 1 Added new water heater and resized gas piping to comply 2 Provided mounting height of gas line for FC910 & FC911 P5.1 - Plumbing Details 1 Added floor sink details required by Health Department P7.1 - Gas Piping Isometric Plan 1 Added new water heater and resized gas piping to comply MECHANICAL M-l - HVAC Equipment Schedule 1 Added EF #11 to trash compactor area per plan corrections 2 Updated CFM to exhaust fan #4 per Health Dept requirements 3 Updated SF-1 to model 90KSPB and this also changed from 208v to 115v M-2A - HVAC Floor Plan 1 Eliminate or move & rerouted duct penetrations on decorated walls M-4A - HVAC Roof Plan 1 Reflected EF #11 @ roof M-5 - HVAC Equipment Installation Details 1 Revised hood dimension to read 7'-0", deleted the note "MAX" on details #7 & #8 2 Updated duct connection to bakery oven detail #3 3 Revised drawings to reflect the hinged curb requirement for exhaust fans on Type-1 hoods M-6 - HVAC Equipment Details 1 Replaced detail #7 cook down blast centrifugal EF 2 Added supply fan data on detail #1 M-7 - MFC Hood drawings - NEW SHEET ADDED M-8- MFC Hood drawings - NEW SHEET ADDED ELECTRICAL 7050 Lakes Drive, Suite 275 West Covma, CA 91790 Page 5 of 7 LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING Continuation HENRY'S Carlsbad, CA Plan Revisions to Permitted Set -06 11 09 El.l - Single Line, Notes, Symbols, Load Schedule 1 Revise single line diagram by adding 400AMP Panel "IMP" and taking feeds to A/C units & transformers from "NP" instead of "MSB" 2 Revise feeder to refrig Compressor 3 Down grade feeder to "1GA", "1GB" from #1 to #4 4 Put back feeder to refrigeration rack per original design 5 Eliminate panel "ERP" 6 Feed panels "1GA" & "1GB" with 50 Amp feeder 7 Use transformer T@ to feed "RPD" and feed "RF" & "RL" using existing 200 Amp in the existing panel "LA" 8 Split 400 Amp panel "NP" into two 200 Amp panels and re-use existing 2-200 Amp buckets to feed them 9 Use existing Built-in disconnect switches for A/C units, do not specify new one and use 25 Amp breakers to feed them 10 Use wall mounted starter for machine room exhaust fan 11 Delete combo starters for EF2, SF2, EF3 and SF3 12 Reduce number of smart breakers to what is actually needed 13 Changed battery back-up to switchable ballasts Install smart breakers at HA-12, 14 E2.1 - Lighting Plan 1 Show connection to fans 2 Revised lighting circuits 3 Removed light fixture @ front of store 4 Added (2) exit lights and (2) type "1" & (1) type "11" 5 Provided j-boxes for exterior signage lighting 6 Switchable EM ballast added to EM lighting E3.1 - Power & Signal Plan 1 Revise panel location 2 Revised power plan (added outlets) 3 Relocated time clock to break room 4 Relocated panel "IGA" at scan room 5 Provide power connection to water vendo machine 6 Provided a receptacle on each exposed column in the sales area 7 Provided note for fly light outlets to be mounted on ceiling 8 Provided additional floor mounted outlets at produce area 9 Provided receptacle & phone line @ Natural Living health notes area 10 GFCI breakers added for receptacles in all washable rooms 11 Column outlets at 44" A F F 12 2 circuits added at cosmetics display per customer E3.2 - Refrigeration Power Plan 1 Add defrost circuits 2 Home runs for defrost and fan control revised E3.3 - Roof Power Plan 1 Revise A/C homeruns to "NP" 2 Add note about starter 3 Add fans "EF8" & "EF9" 1050 Lakes Drive, Suite 275 West Covina, CA 91790 Page 6 of 7 Continuation HENRY'S Carlsbad, CA Plan Revisions to Permitted Set -06 11 09 4 Revised circuit designation for SF-1 5 Circuit shown for duct smoke detectors E5.1 - Panel Schedules 1 Add note about smart breakers 2 Add note about ground bus 3 Revise panels where noted 4 Revised panels RPE, circuits 5 & 7 5 Revised Panels HA, LPA, RPA, RPD, RPE, & RL 6 Revised panel "RPB" to include water vendo machine LITTLE DIVERSIFIED ARCHITECTURAL CONSULTING Should you have any questions, please do not hesitate to give me a call at 626 931 2313 Thank you very much, Randy V. 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