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Home My WebLink About184 CHESTNUT AVE; ; CB062269; Permit10-24-2006 Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB062269 Building Inspection Request Line (760) 602-2725 184 CHESTNUT AV CBAD RESDNTL 2041221300 $259,750 00 1 Sub Type Lot# Construction Type Reference # Structure Type Bathrooms SFD 0 VN SFD 3 MARCY RES-DEMO EXIST 916 SF Status Applied Entered By Plan Approved Issued Inspect Area Ong PC# ISSUED 08/08/2006 RMA 10/24/2006 10/24/2006 HOUSE-NEW 1919 SF.1586 SF GAR.238 SF ROOF DECK.156 SF Plan Check# Applicant MARCY AARON&DIANE 1998 FAMILY TRUST 2252 FIRE MOUNTAIN DR OCEANSIDECA 92054 Owner MARCY AARON&DIANE 1998 FAMILY TRUST 2252 FIRE MOUNTAIN DR OCEANSIDE CA 92054 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee $1,039 36 Meter Size $0 00 Add'l Reel Water Con Fee $675 58 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $2598 PFF (3105540) $0 00 PFF(4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $0 00 Traffic I mpact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee $0 00 Housing Credit Fee Master Drainage Fee $0 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $16000 $6000 $5000 $000 $000 $000 $479 93 $000 $000 $2,490 85 Total Fees $2,490 85 Total Payments To Date $2,490 85 Balance Due $000 BUILDING PLANS IN STORAGE ATTACHED Inspector 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 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 PROJECT I 08/2006 001 11 EST VAL Plan Ck Deposit Validated B; Date Address (include Bldg/Suite tt)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Name <3 ii^PPLICANT "Q Contractor [ Name 4 BROPERTY:bWNERflA^jftJ jfti^A^ Address D Agent for Contractor SfOwher d Address City Agent for Owner City :;: •-.;;£;•. nfr o^st&^c State/Zip Telephone # Fax # State/Zip Telephone # Name 1 Address * City State/Zip ' Telephone # 5 CONTRACTOR - COMPANY NAME .•-.-*'- Jf" T (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] 01 that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]) Name State License tt Designer Name State License tt Address License Class Address City City Business City State/Zip Telephone tt License # State/Zip Telephone -& -^3=* — ' ^3 ^> _~ ^\\J ^R 7^ 6 ^liWORKERS' COMPENSATION ., :?":"" '"' „„;.«•: """ " »%;»., Workers' Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations f~| 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 n 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 worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 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 secure workers 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 compensation damages as provided for in Section 3706 of the Labor code, interest and attorney s fees SIGNATURE DATE 7J OWNER-BUILDER DECLARATION ; fi .;.... S 1 hereby affirm that I am exempt from the Contractor s License Law for the following reason \W |, 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) SL '• as owner of the property, am exclusively contracting with licensed contractors to construct the project (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) |~l 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 &TYES ONO 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 number / 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 number / 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 number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE: THIS SECTION f OR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? (D YES C] 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 site? O YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT |B': CONSTRUCTION LENDING AGENCY , li I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) LENDER'S NAME LENDER S ADDRESS >;Ti::; APPLICANT CERTIFICATION . -";i; °->" :::. •.,„„.,, , ""': "".,:,. u. !'"': ;; ; -:'° :. ff< .«'J , ,., '•«' '"" ; 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 authorize representatives 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 LIABILITIES, 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 excavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 dayi from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comrrj/Sfldpd for a pengd of 18Qf($rj/ (jjection 106 4 4 Uniform Building Code) APPLICANT S SIGNATURE DATE WHITE File ^YELLOW Applicant PINK Finance Inspection List Permit* CB062269 Type RESDNTL SFD Date Inspection Item 06/24/2008 19 06/24/2008 89 11/26/200782 11/13/2007 16 11/01/2007 13 11/01/200739 11/01/200784 10/10/2007 13 10/10/200792 09/11/2007 15 08/02/2007 22 07/10/200781 06/25/2007 21 06/25/2007 65 06/14/2007 66 06/13/200766 05/10/2007 66 04/20/2007 66 03/22/2007 24 03/15/2007 11 03/15/2007 12 03/14/2007 11 03/14/2007 12 02/05/2007 32 Final Structural Final Combo Drywall/Ext Lath/Gas Test Insulation Shear Panels/HD's Final Electrical Rough Combo Shear Panels/HD's Compliance Investigation Roof/Reroof Sewer/Water Service Underground Combo Underground/Under Floor Retaining Walls Grout Grout Grout Grout Rough/Topout Ftg/Foundation/Piers Steel/Bond Beam Ftg/Foundation/Piers Steel/Bond Beam Const Service/Agricultural Inspector Act Rl PC AP RB MC PC PC PC RB RB MC RB RB PC PC RB RB RB PC PC RB RB RB RB RB AP AP AP PA AP PA AP PA AP AP we AP AP CO AP PA PA AP AP CO CO AP MARCY RES-DEMO EXIST 916 SF HOUSE NEW 1919 SF.1586 SF GAR.238 S Comments requested a prefmal GAS METER RELEASE NEED U-FACTOR & SHGC VERIFICATION EMR OK TO DOUBLE SHEAR ROOF SHEATHING OK, MISSING APPROV TRUSS CALCS, OK TO DRY IN PERRB SLAB ON GRADE DRAINS &WP TOP LIFT ON TOP LIFT -SEE NOTICE ON 2ND LIFT 1ST LIFT SUMP DRAIN LINE FTGS OK TO POUR SEE NOT ICE TEMPORARY POWER POLE Tuesday, June 24, 2008 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 06/24/2008 Permit* CB062269 Title MARCY RES-DEMO EXIST 916 SF Inspector Assignment RB Description HOUSE-NEW 1919 SF.1586 SF GAR,238 SF ROOF DECK.156 SF BALCONY Sub Type SFD 184 CHESTNUT AV Lot Type RESDNTL Job Address Suite Location APPLICANT MARCY AARON&DIANE 1998 FAMILY TRUST Owner MARCY AARON&DIANE 1998 FAMILY TRUST Remarks requested a prefmal Total Time Phone 7604731818 Inspector Requested By MARSI RESIDENCE Entered By CHRISTINE CD Description 19 Final Structural Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# CV071193 CLOSED O- FUMES FM CONST SJTJI, PCR07030 ISSUED MARCY RES- DEFERRED ELEVATOR, SUBM11TAL PCR07181 ISSUED MARCY RES-TRUSS REVISIONS, Inspection History Date 11/26/2007 11/13/2007 11/01/2007 11/01/2007 11/01/2007 10/10/2007 10/10/2007 09/11/2007 08/02/2007 07/10/2007 06/25/2007 06/25/2007 06/14/2007 06/13/2007 05/10/2007 04/20/2007 Description 82 Drywall/Ext Lath/Gas Test 16 Insulation 13 Shear Panels/HD's 39 Final Electrical 84 Rough Combo 13 Shear Panels/HD's 92 Compliance Investigation 15 Roof/Reroof 22 Sewer/Water Service 81 Underground Combo 21 Underground/Under Floor 65 Retaining Walls 66 Grout 66 Grout 66 Grout 66 Grout Act AP AP AP PA AP PA AP PA AP AP we AP AP CO AP PA Insp RB MC PC PC PC RB RB MC RB RB PC PC RB RB RB PC Comments NEED U-FACTOR & SHGC VERIFICATION EMR OK TO DOUBLE SHEAR ROOF SHEATHING OK, MISSING APPROV TRUSS CALCS, OK TO DRY IN PER RB SLAB ON GRADE DRAINS&WP TOP LIFT ON TOP LIFT - SEE NOTICE ON 2ND LIFT 1ST LI FT City of Carlsbad Bldg Inspection Request For 11/01/2007 Permit* CB062269 Title MARCY RES-DEMO EXIST 916 SF Inspector Assignment RB Description HOUSE-NEW 1919 SF.1586 SF GAR.238 SF ROOF DECK.156 SF BALCONY 184 CHESTNUT AV Lot Type RESDNTL Sub Type SFD Job Address Suite Location OWNER MARCY AARON&DIANE 1998 FAMILY TRUST Owner MARCY AARON&DIANE 1998 FAMILY TRUST Remarks Phone 7604731818 Inspector Total Time Requested By MARCY Entered By CHRISTINE CD Description Act _ Comments 14 Frame/Steel/Boltmg/Weldmg 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Comments/Notr Associated PCRs/CVs Original PC# CV071193 CLOSED O-FUMES FM CONST SITH, PCR07030 ISSUED fr/iARrvpcc iM^.-ppnp r[ PCR07181 PENDING MARCY RLS-TRUSS REVISIONS inspection History Date Description 10/10/2007 13 Shear Panels/HD's 10/10/2007 92 Compliance Investigation 09/11/2007 15 Roof/Reroof 08/02/2007 22 Sewer/Water Service AP 07/10/2007 81 Underground Combo AP 06/25/2007 21 Underground/Under Floor WC PC 06/25/2007 65 Retaining Walls AP PC 06/14/2007 66 Grout AP RB 06/13/2007 66 Grout CO RB 05/10/2007 66 Grout AP RB Act Insp Comments PA RB OK TO DOUBLE SHEAR AP RB PA MC ROOF SHEATHING OK, MISSING APPROV TRUSS CALCS, OK TO DRY IN PER RB RB RB SLAB ON GRADE DRAINS & W P TOP LIFT ON TOP LIFT - SEE NOTICE ON 2ND LIFT City of Carlsbad Bldg Inspection Request For 07/10/2007 Permit* CB062269 Title MARCY RES-DEMO EXIST 916 SF Inspector Assignment RB Description HOUSE-NEW 1919 SF.1586 SF GAR.238 SF ROOF DECK.156 SF BALCONY 184 CHESTNUT AV Lot 0 Type RESDNTL Sub Type SFD Job Address Suite Location APPLICANT MARCY AARON&DIANE 1998 FAMILY TRUST Owner MARCX_AARON&DIANE 1998 FAMILY TRUST Remark* A M PLEASE Phone Inspector Total Time Requested By NA Entered By CHRISTINE CD Description 11 Ftg/Foundation/Piers ft. Act Comments Af Comments/Notices/Holds Date 06/25/2007 06/25/2007 06/14/2007 06/13/2007 05/10/2007 04/20/2007 03/22/2007 03/15/2007 03/15/2007 03/14/2007 03/14/2007 02/05/2007 Associated PCRs/CVs Original PC# PCR07030 ISSUED MARCY RHS- DHFnRRHD ELEVATOR, SUBMITTAL Inspection History Description Act Insp Comments 21 Underground/Under Floor DRAINS & W P TOP LIFT ON TOP LIFT - SEE NOTICE ON 2ND LIFT 1ST LIFT SUMP DRAIN LINE 65 Retaining Walls 66 Grout 66 Grout 66 Grout 66 Grout 24 Rough/Topout 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 32 Const Service/Agricultural Act WC AP AP CO AP PA PA AP AP CO CO AP Insp PC PC RB RB RB PC PC RB RB RB RB RB FTGS OK TO POUR SEE NOTICE TEMPORARY POWER POLE «% VINJE & MIDDLETON 2450 Vineyard Avenue • Escondido, California 92029-1229 ENGINEERING, INC. Phone (76°) 743-1214 • Fax (760) 739-0343 Special Inspection Report J°^<7- /SV-Z" ® DATE 9 //&/&& ® Auth n AC| Special onzed [3 REINFORCED CONCRETE Q STRUCT, STEEL ASSEMBLY Q SPRAY-APPLIED FIREPROOFING [TXl IQBn FJ PRE-STRESSED CONCRETE Q REINFORCED GYPSUM Q OTHER ^ Inspector d REINFORCED MASONRY Q DEEP FOUNDATION JOB ADDRESS i (f. BUILDING PERMIT NUMBER xf> PLAN FILE NUMBER /f> 1 Z/Q S^kf^TAJ/J^lT r>6/& £tf /?££> J^^1> &-O So/^tA&Y OWNER OR PROJECT NAME -" fo ARCHITECT /j^ $$J)<&i MfllfV TF/^5 //e/?L CONSTR MAT L (TYPE GRADE ETC ) /g\ DESIGN fft SOURCE OF MFGR fi^ ENGINEER (fa \yj cTRPMnTH \Ls \2/ ^""* s ^** \.ySTRENGTH <=j ^ C^WJ 6S£ Jj fi, ^ DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR WELD-ROD ETC ) g) GENERAL CONTRACTOR ' (Q tr$r)&ii /rfffsz.^/ CONTR DOING REPORTED WORK /J> fltffic* W#£#S LAB RECEIVINGS TESTING CONSTR MAT'L SAMPLES /jg. INSPEC/rs, TION ^9 DATE n-& . ARRIVAL (fa TIME V3> DEPARTURE TIME £& ^IJ™^^ LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED, JOB PROBLEMS PROGRESS REMARKS, ETC @ WORK INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PREFORMED NUMBER, TYPE & IDENT, NO S OF INSPECTED TEST SAMPLES TAKEN, STRUCT, CONNECTIONS (WELDS MADE H T BOLTS TORQUED) CHECKED, ETC j4-K 7).//s£ Z> -£*V 5>/"r& d$ TJS&ZJ /^^y T>'S> 2? // $/v#<sFs>/ ' ) /U? fl^/Af •£<9J£'f4 s^ "JJ^Jz^. / fi/ t^Z-tftyd 1$ /W 'ds'/l 1?S-.PfrS* nr rrji&\/ ' ~ / / / S / iS <^ 0^7^ $St /*>!!£> j?)/?tf S2r>//tf THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. TO THE BEST OF MY KNC WITH THE SOIL INVESTIG SPECIFICATIONS, AND AF UNLESS OTHERWISE NO )WLEDGE. WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (ppiNT-oh TVPF) /JFjf^ss //e^ /J?^ Z?/,.- ATION RECOMMENDATIONS THE APPROVED PLANS, C ,JL /7 <fi sf? PLICABLE SECTIONS OF THC U B C CUILDINC CODE SIGNATURE !C-^Z^Ls?,< ^K/ f^7-\..^\^r TED f*i ^^ ' jr *" DATE SIGNED / //^ / 6"? CERTIFICATE NO J~^V^.^ 9'&'?-y-£f f S WHITE - V & M CANARY - Contractor PINK - Building Official City of Carlsbad Bldg Inspection Request For 06/13/2007 Permit* CB062269 Title MARCY RES-DEMO EXIST 916 SF Inspector Assignment RB Description HOUSE-NEW 1919 SF.1586 SF GAR,238 SF ROOF DECK.156 SF BALCONY 184 CHESTNUT AV Lot Type RESDNTL Sub Type SFD Job Address Suite Location OWNER MARCY AARON&DIANE 1998 FAMILY TRUST Owner MARCY AARON&DIANE 1998 FAMILY TRUST Remarks LASR LIFT Phone 0000000000 Inspector Total Time CD Description 66 Grout Act Comments Requested By NA Entered By CHRISTINE Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07030 ISSUED MARCY RES- DEFERREI Date 05/10/2007 04/20/2007 03/22/2007 03/15/2007 03/15/2007 03/14/2007 03/14/2007 02/05/2007 Inspection Historv Description 66 Grout 66 Grout 24 Rough/Topout 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 11 Ftg/Foundation/Piers 12 Steel/Bond Beam 32 Const Service/Agricultural Act AP PA PA AP AP CO CO AP lns| RB PC PC RB RB RB RB RB Comments ON 2ND LIFT 1ST LI FT SUMP DRAIN LINE FTGS OK TO POUR SEE NOTICE TEMPORARY POWER POLE CITY OF CARLSBAD BUILDING DEPARTMENT DATE LOCATION f 8~*f PERMIT NO NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME FOR INSPECTION CALL (760) 602-2725 RE-INSPECTION FEE DUE? ! I YES FOR FURTHER INFORMiSTIONr€C>NTACT BUILDIN' PHONE CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For 05/10/2007 Permit# CB062269 Title MARCY RES-DEMO EXIST 916 SF Inspector Assignment RB Description HOUSE-NEW 1919 SF,1586 SF GAR,238 SF ROOF DECK.156SF BALCONY Sub Type SFD 184 CHESTNUT AV Lot Type RESDNTL Job Address Suite Location APPLICANT MARCY AARON&DIANE 1998 FAMILY TRUST Owner MARCY AARON&DIANE 1998 FAMILY TRUST Remarks ^ Phone Inspector it-tr Total Time CD Description 66 Grout Requested By NA Entered By JANEAN Act Comment AP Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07030 ISSUED MARCY RMS- DEFERRED ELEVATOR, SUBM1TTA1. Inspection History Date Description Act Insp Comments 04/20/2007 66 Grout 03/22/2007 24 Rough/Topout 03/15/2007 11 Ftg/Foundation/Piers 03/15/2007 12 Steel/Bond Beam 03/14/2007 11 Ftg/Foundation/Piers 03/14/2007 12 Steel/Bond Beam 02/05/2007 32 Const Service/Agricultural PA PA AP AP CO CO AP PC PC RB RB RB RB RB 1ST LI FT SUMP DRAIN FTGS OK TO SEE NOTICE TEMPORARY LINE POUR POWER POLE -'•' --'I:). I-)''-' -t^iJ-fiiLi* „•;-"&«.•j't-J i'-J—; <.,--' VINJE & MIDDLETON 2450 Vineyard Avenue • Escondido, California 92029-1 229 ENGINEERING, INC. Phone (76°) 743-1214 • Fax (760) 739-0343 Special Inspection Report X3&0f7-/5'/T ® DATE £? //& ^>? ® Auth n AC| Special onzed Q REINFORCED CONCRETE Q] STRUCT STEEL ASSEMBLY Q SPRAY-APPLIED FIREPROOFING 0 ICBO [H PRE-STRESSED CONCRETE f~1 REINFORCED GYPSUM Q OTHER ^ Inspector l^[ REINFORCED MASONRY [~~| DEEP FOUNDATION JOB ADDRESS . fa BUILDING PERMIT NUMBER /J> PLAN FILE NUMBER fi* fty^ (^A&^TAI/JT $£/•£ (^/4-fftjs%?f-J) (^13 &£&&'? OWNER OR PROJECT NAME ^ ~ (§) ARCHITECT ^ /i?) rrAfftiA/ ////fyft~r/ 7#&<!>i$ 1/i^/frL CONSTR MAT'L (TYPE GRADE, ETC ) /£\ DESIGN s=^ SOURCE OF MFGR /£s ENGINEER /ps, ^ STRENGTH ^ ^ <"/ /•"" ^ Of (^£JSY SC/£-7^/4/ 4? DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR WELD-ROD ETC ) (gN GENERAL CONTRACTOR / /Q) n/ftf<?A/ /rf/Psri/ CONJR DOING REPORTED-WORK fi& LAB RECEIVING & TESTING'CONSTR MAT L SAMPLES /fg. INSPEC/fi TION ^ DATE 5^ ARRIVAL xra TIME V3> DEPARTURE TIME tt'& REPORT^ LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC @ WORK INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL PLACED OR WORK PREFORMED NUMBER TYPE & IDENT NO'S OF INSPECTED TEST SAMPLES TAKEN STRUCT, CONNECTIONS (WELDS MADE, H T BOLTS TORQUED) CHECKED, ETC X^/^<9 &>/ 5s ?v *S #<* ^/^~r£?0 £s/£?s?^ ' ' ~~T7~ ~T7^> t,*.-,^ *~r> Ds^ST^* K*****,*-™** *** /A/AS*,*- ' ' /3/& M^s L f}+ $n.uk^ //tX^ THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. TO THE BEST OF MY KNC WITH THE SOIL INVESTIG SPECIFICATIONS, AND AF UNLESS OTHERWISE NO )WLEDGE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (pRiMrT^i TYPF) Sj~^rsPfS Jr^/^S*?!?^ CTION RECOMMENDATIONS THE APPROVED PLANS, /" , y/^^~^ ^ ' PLirABi r irfTinMt OF THF 1 1 n r m in niMn rnnr SIGNATURE /v5*x?7' .^'•^^ / ^A-.S^f TED j'f*-- .^ j .**. f — -z.^ r-y ^r*^fe^" s^t .DATE SIGNED ^ / J^ 1 <H?// CERTIFICATE NO )£& ^ y<£?5!' ~£7 V ~~ ' / WHITE - V & M CANARY - Contractor PINK - Building Official 02/25/2007 14 24 8585491604 GEI PAGE 02 GEOTECHNICAL EXPLORATION, INC, SOIL & FOUNDATION ENGINEERING GROUNDWATER • ENGINEERING GEOLOGY FIELD REPORT ON OBSERVATION OP FOUNDATIONS CLIENT DATE TIME JOB NO -57 ^6 PROJECT NAME PROJECT ADDRESS /jf^f The footing excavations listed below were bottomed on material for which the bearing values recommended m the foundation report are applicable The cast-m-place drilled friction piles listed below penetrated material for which the allowable supporting capacities recommended in the foundation report are applicable The piles were excavated to diameters at least as large as specified and the excavations extended at least to the depths indicated on the Foundation Plans. The excavations for the cast-m~place belled piers listed below were bottomed on material for which the bearing values recommended m the foundation report are applicable The excavations were at least as large as specified on the Foundation Plans — The driven piles listed below were observed to be driven to the specified lengths and/or 1 I driving resistances to obtain the supporting capacities recommended in the foundation report Based upon observations, it is our opinion that the foundation recommendations presented in the report of the foundation investigation, Job No ty0~fr~706r r dated I~ "? — ~~ dated applicable to the conditions observed Foundation Plans hy - - ?~were used as a reference for our observations / 1 A' f\ NOTE. - 1 The observations reported above do not constitute an approval of foundation location, footing size or depth, reinforcement, or foundation design 2 Loose, soft, or disturbed soils must be removed prior to placement of reinforcement or concrete 3 The opinions and recommendations presented in this report were based upon our observa- tions and are presented m accordance with generally accepted professional cnemeeime practice We make no other warranty, either express or implied BY 7420 Trade St San Diego, Ca, 92121 • (858) 549-7222 • FAX (858) 549-1604 Vljl » N' - VII El Spec! Authn ACI Special MJE & MIDDLETON 2450 Vineyard Avenue • Escondido, California 92029-1229 MGINEERING, INC. Phone (760)743-1 21 4» Fax (760)739-0343 al Inspection Report J0^f/?_ /5/x ® DATE 3 //J /°^ ® onzed ,0' REINFORCED CONCRETE Q STRUCT STEEL ASSEMBLY Q] SPRAY APPLIED FIREPROOFING jg] |CBO @-PRE STRESSED CONCRETE Q REINFORCED GYPSUM Q OTHER ^ Inspector [~l REINFORCED MASONRY [~| DEEP FOUNDATION JOB ADDRESS , - (J\ BUILDING PERMIT NUMBER /jjj, PLAN FILE NUMBER /j> 1 &fy C^r^/"? TAi £J T flfc&> ri/6'& i C^/4/?A-*>Jff'f~'2 £-(}{p^'%&/ OWNER OR PROJECT NAME S /gN ARCHITECT /^ rrflflf?*/ /rf/?'fl£s'i/ /^/^^5 i)ftf£- CONSTR MAT L (TYPE GRA0E ETC) .^.DESIGN /=>. SOURCE OF MFGR .ON ENGINEER (fo ^ STRENGTH ^ ^ ^ / .?*', ,- „ . _ . ^ _ ^O C £ &sv5 &£• 7/ <? ^ DESCRIBE MAT L (MIX DESIGN RE BAR GRADE & MFGR WELD ROD ETC ) (a) GENERAL CONTRACTOR / (O) /l/lflt&ll //t/?/t£>S CONTR DOING REPORTED WORK /J> LAB RECEIVINGS TESTING CONSTR MAT L SAMPLES /j> INSPEC,^. TION ^ DATE ?v5-^ ARRIVAL /rs, TIME ^ DEPARTURE TIME /0'vS ^™^|° LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC @ WORK INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PREFORMED NUMBER TYPE & IDENT NO S OF INSPECTED TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELDS MADE H T BOLTS TORQUED) CHECKED ETC d~/Lfl f///E Oil 'S/Te tf 5" /? tt £'<a*?7'i' 9 BI/ $i4&0tf/ / — T"7" / / 3 / /Iff S'S Sfa / SZ'iS'f&'T/' sfZf f^&Sl /-./ si//* ft> Sfasf) Jj /T010 5 /.. feztifi'sis!>/.-~rs&-*sr /^1 /• /y^\/ J 3r(^s f-s^ss/v 7)S9 Tsa9ir At<37t? . S a / A/ff /£ /<-/^'s!T^'a ^?tf>&s*SZl /— XV"^?*>j5' .5" / /1/0 /7T}} / 'SIS /£*77) '., ///^ s*f 4? 77s F rs~&&''r:~f staff Fe&f 7^-4^^? f/PsQ-ffis <5\Ses37s:'i'? /5~ &*/ <2 /, ^x s / *( /ss/fM & 7)>*>'@? 7)<?sts 7) f^sscJT~St>-ier /9-*f 7J ^ ^f* <?>£&?' ;rfu<ii* 7~/V*£~ (?/ A° /A> j#&f ' / ' / / ' / / ' S /Jasf/frS' / ^J)£^,sv /TT)l///fJ./ ym**^ <ziS**- THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES TO THE BEST OF MY KNC WITH THE SOIL INVESTIG SPECIFICATIONS, AND AF UNLESS OTHERWISE NO )WLEDGE WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (PR|M.T-nn TVPC) / •'^J&J'fS S//J /Jr±fP&> /~~ WION RECOMMENDATIONS THE APPROVED PLANS ( ^ fJf^^' jlf? PLICABLE ^ECTION0 OF THE U B C BUILDING CODE SIGNATURE ft*y>&Zsf sd\/iZ*-f jtS^v^^^ _ . /f ' C3^^^ TED s~> " j.t- .,. S^a DATE SIGNED "\ 1 )Z 1 rfy CERTIFICATE NO ^TfjfS^'f^'^—'Tf-y~s fS WHITE - V & M CANARY - Contractor PINK - Building Official •—( E, a*A+l VINJE & MIDDLETON ENGINEERING, INC. Special Inspection Rep Authorized D REINF n ACI 03 ICBO D PRE £ Special Inspector j^j] REINF JOB ADDRESS , OWNER OR PROJECT NAME ' CONSTR MAT L (TYPE GRADE ETC ) /^. DESIGN (^ ^ STRENGTH ^ 2450 Vineyard Avenue • Escondido, California 92029-1229 Phone (760) 743-1214 • Fax (760) 739-0343 °1 ™5?-/«fA7- ®-3/y/<^® ORCED CONCRETE Q STRUCT STEEL ASSEMBLY |~| SPRAY APPLIED FIREPROOFING STRESSED CONCRETE Q REINFORCED GYPSUM Q OTHER ® ORCED MASONRY |~| DEEP FOUNDATION /^, BUILDING PERMIT NUMBER fift PLAN FILE NUMBER /f^ /f^ L,tj(r)i?ltr)&>/ fo ARCHJTECT ^\ (J5) SOURCE OF MFGR /£s ENGINEER * ff). <r > f <&> DESCRIBE MAT L (MIX DESIGN RE BAR GRADE & MFGR WELD ROD ETC) (g\ GENERAL CONTRACTOR /" (J> CONTR DOING REPORTED WORK /^> H-$ tf&W M/fal-Q/ LAB RECEIVINGS TESTING SfONSTR MAT L SAMPLES ,12,v • / (IjjJ INSPECTS, TION ^J DATE 3-^M? ARRIVAL /rj, TIME VS* DEPARTURE TIME JJ&? DETAILED LOCATION OF WORK INSPECTED TEST SAMPLES TAKEN WORK REJECTED JOB PROBLEMS PROGRESS REMARKS ETC @ WORK INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PREFORMED NUMBER TYPE & IDENT NO S OF INSPECTED TEST SAMPLES TAKEN STRUCT CONNECTIONS (WELDS MADE H T BOLTS TORQUED) CHECKED ETC ***f***o»*t'f* AS ff** **<*•** fit, 4#*^r.s / <•* * — * *~* A/Vff ^ ' ' '£~ IC" / Asf ftz><yT~/SW?/:hv& "Sfff'gri. 0£/19'*ff<as<?rZic'S)S7~ "'/^iZrt *T??j*F /5 •*?5?=^i%?xt<r~ A? (f^cX&A'frZjp- I#5^d5 /£&>O "=}" ? ' /tPJ* ^ 4 Unfit F,r*>T*»/ n / s / / / / < *CS# ,?**,„ -» -f^rx />r^/^ r*cL 'jZ ^v**-r,+* K*e TV* &**,*> / / / / 0 1/ *>~7£~/y "9/1 S"5ssv*!Z ////?£/ TT/jf /s?/?£<y/&r#/i(/' ts/st/t. / f fys? r <pcs&> /3<£j4<r?o^ / / / / / 0 nj5 <3/y5/Tc /~ //7tf5 Itf /?£>?*'/— i^^<?^ te>T~/?<l. ^— -' ) f i £ / )&*// 1 1 /\IW(/ / ^^__^ THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES TO THE BEST OF MY KNOWLEDGE, WORK INSPECTED WAS IN WITH THE SOIL INVESTIGATION RECOMMENDATIONS THE APPF SPECIFICATIONS AND APPLICABLE SECTIONS OF THE U B C B UNLESS OTHERWISE NOTED ACCORDANCE INSPECTOR (P^MT-OH TYPE) /jffi^^^^CJ /^V^XiT 1OVED PLANS, 'fl) S^^ j£? JILDINCCODE SIGNATURE 'j&Z-*?/? ^^t^f^^^f^ , fS^ j[~f ^ DATE SIGNED .S / / 1(30 CERTIFICATE NO 5~<?&3 Ttf'?*' &&- f WHITE - V & M CANARY - Contractor PINK - Building Official EsGil Corporation In (Partnership -with government for Quitting Safety DATE October 20, 20O6 a APPLICANT JURISDICTION Carlsbad T) PLAN REVIEWER a FILE PLAN CHECK NO 06-2269 SET II PROJECT ADDRESS 184 Chesnut Ave PROJECT NAME Marcy Residence - SFD 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 XI 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 Telephone/# Date contacted (by ) \l/ Fax # Mail Telephone Fax In Person ^N X] REMARKS Please attach the structural sheet£from set 1 into 2nd set II By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 10/16/06 trnsmtldot 9320 Chesapeake Drive, Suite 20S +• San Diego, California 92123 + (858)560-1468 *• Fax (858) .%<)-1576 EsGil Corporation In (Partners Rip witH government for <RuiCtfing Safety DATE August 18, 2OO6 0 IARPUCANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO O6-2269 SET I PROJECT ADDRESS 184 Chesnut Ave. PROJECT NAME Marcy Residence - SFD I I 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 I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI 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 IXI The applicant's copy of the check list has been sent to Aaron Marcy 2252 Fire Mountain Dr, Oceanside, CA 92054 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Aaron Marcy Telephone # (760) 757-3616 Date contacted frlzz-loc, (by ^ ) Fax # (iko)?57> Mail-"' Telephone^ Faxf In Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 8/10 trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad 06-2269 August 18, 2O06 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO 06-2269 JURISDICTION Carlsbad PROJECT ADDRESS 184 Chesnut Ave. FLOOR AREA Dwelling 1,919 SF Garage 1,586 SF, Balcony 156 SF Roof Deck 238 SF REMARKS DATE PLANS RECEIVED BY JURISDICTION 8/8/06 DATE INITIAL PLAN REVIEW COMPLETED August 18, 2006 STORIES 2 + Basement HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 8/10 PLAN REVIEWER Steve Sanders FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be requited prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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 Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e . plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans Carlsbad O6-2269 August 18, 2006 • PLANS 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 2 Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 editions of the California Buildmg/Plumbing/Mechariical Codes and the 2004 edition of the California Electrical Code, which adopl the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC 3 On the cover sheet of the plans, specify any items requiring special inspection Section 106 3 2 Please print the Special Inspection form shown on sheet S1 01 on the Title page 4 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form 5 On the cover sheet of the plans, specify any items that will have a deferred submittal (Elevator) Additionally, provide the following note on the plans, per Sec 106 3 4 2 "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official" Carlsbad O6-2269 August 18, 20O6 6 Show locations of permanently wired smoke detectors with battery backup a) On each story b) In the basement, if part of the dwelling unit c) When sleeping rooms are upstairs, at the upper level in close proximity to the stair d) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway NOTE Detectors shall sound an alarm audible in all sleeping areas of the unit Section 3109 1 7 Guardrails (Section 509 1) a) Shall have a height of 36" b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B c) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6" 8 Provide stairway and landing details Sections 1003 3 3 a) Maximum rise is 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum b) Minimum headroom is 6'-8" c) Minimum width is 36" In addition to providing the above information, the run of the top tread of the stairs serving the porch, must be the same as the other treads of the stairway 9 Handrails (Section 1003 3 3 6) a) Handrails are required on each side of stairways Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides) b) Stairways having less than four risers and serving one individual dwelling unit need not have handrails c) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous d) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail e) Ends of handrails shall be returned or shall have rounded terminations or bends Carlsbad O6-2269 August 18, 2OO6 10 Specify on the plans the following information for the roof materials, per Section 10633 a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal 11 Balconies and decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage Section 1402 3 The plan shows only 1% slope 12 Show deck drains and overflows Sections 1506 2 and 1506 3 13 Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 10633 a) Manufacturer's name b) Model name/number c) ICBO approval number, or equal 14 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters) The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents) Show area required and area provided Section 1505 3 15 Where eave vents are installed, insulation shall not block the free flow of air A minimum of 1" of air space shall be provided between the insulation and the roof sheathing To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists Section 1505 3 16 Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension " Section 15053 17 Garage requires one-hour fire protection (i e , 5/8" Type X drywall) on the garage side of walls and ceiling common to the dwelling Table 3-B, Section 302 4 18 All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side Section 302 2 Carlsbad O6-2269 August 18, 2OO6 19 The soils engineer recommended that he/she review the foundation excavations Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 20 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report) 21 Provide truss details and truss calculations for this project Specify truss identification numbers on the plans 22 Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30" Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening Section 15051 23 Detail the dryer exhaust duct design from the dryer to the exterior The maximum length is 14 feet with (two) 90° elbows UMC Section 504 2 2 24 Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels If service is over 200 amps, submit single line diagram, panel schedule and load calculations 25 Note on the plans that receptacle outlet locations will comply with NEC Art 210-52(a) 26 For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling NEC Art 210-52 (e) This receptacle must be GFCI protected 27 Per NEC Art 210-11(c)3, note on the plans that bathroom circuiting shall be either a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets 28 Show on the plans a wall receptacle adjacent to each lavatory in the bathroom NEC Art 210-52(d) Carlsbad O6-2269 August 18, 2O06 29 All bedroom branch circuits now require arc fault protection Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected " NEC Art 210-12(b) 30 Show on the plan that ground-fault circuit-interrupter protection complies with NEC Art 210-8, which reads as follows All 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, basements, outdoors, kitchen counters and at wet bar sinks 31 Provide a note on the plans In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves UPC Section 4200 32 New water closets and associated flushometer valves, if any, shall use no more than 1 6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A112 19 2 H & S Code, Section 17921 3(b) 33 The regulations require a properly completed and properly signed Form CF-1R Please have the owner or designer sign the forms CITY REQUIREMENTS Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building If the roof drain terminates through a wall, the overflow dram shall terminate 12" minimum above the roof dram Policy 84-35 Roof coverings, other than wood shakes and shingles, shall be Class A New residential units must be pre-plumbed for future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) Carlsbad O6-2269 August 18, 2O06 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 list? Please indicate Yes Q No a 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 Steve Sanders at Esgil Corporation Thank you Ckrlsbad O6-2269 August 18, 2006 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No 06-2269 Job Address or Legal Description 184 Chesnut Ave. Owner A?&30 fflfiteX Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that foi which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) OTO a 62eo# anoo iiasa 9L9I09S sssi z\ si 9002,22 anv Carlsbad O6-2269 August 18, 2OO6 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION tfBH (!HtgTX>uT PLAN CHECK NUMBER Oa>-&&f OWNER'S NAME frfr£>un 1 I, as the owner, or agent of the owner (contractors may not employ the special mspectoi), certify that I, or the architect/engineer of record, will be responsible for employing the special mspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed _. ._ I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above EnglnMr sJArchitact a Seal & Signature Her* Signed 1 List of work requiring special inspection Soils Compliance Prior to Foundation Inspection Q Field Welding Structural Concrete Over 2500 PSI 5J High Strength Bolting Prestressed Concrete LJ Expansion/Epoxy Anchors Structural Masonry H] Sprayed-On Fireproofmg Designer Specified Q Other 2 Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above A B C 3 Duties of the special inspectors for the work listed above A B Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site Carlsbad 06-2269 August 18, 2006 ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: SPECIAL INSPECTION PROGRAM ! &*4 £Hrtg£l /JCli OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special Inspectors) as required by Uniform Building Code (UBC) Section 17011 for the construction project JcicatethBt the site .listed above. UBC Section 106.3.5. I, as the engmeer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above «8lg«tM>Hia Signed 1, List of work requiring special Inspection. Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PSi Prestressed Concrete Structural Masonry Designer Specified m Field Welding High Strength Bolting Expanslon/Epoxy Anchors Sprayed-On Flroprooflng D Other .STgie-2 2. Name(s) of Indlvldual(s) or flrm(s) responsible for the special inspections listed above: A. B. C. 3 Duties of the special Inspectors for the work listed above: A. C. Special Inspectors shaH check in with ma City end pnnont their credentials for approval prior to beginning work on the job site no a 1I3S3 8581 Zl SI VlNJL & MlDDLI TON ENO1N1 LRINC. INC Ceoliilnu >l liniaityilKits * O.i,yws \uprn men fir 'testing • A?ivirojiwnjn/ TERRY DUTFMPLE Lab Manager /ICC Spinal Jnij rnl Steel - Confretf - 2-4 SO \imi ltd -\\uuic I->oinJi.l.> Cnlilornn *>2l>24 I22 ALiic«,ir> I'liorn 7dO ~I.> 1214 I j\ "6(1 ^19 U '4,5 (VII "61)1 SlU 4U<0 JE LAMBERT & ASSOCIATES DSA, ACIA, ACI AWS ASMt ICBO CITY OF SAN DIEGO CERTIFIED STRUCTURAL STEEUWS.DING NOT ' T OT MT Post Office Box 1116 Vista Calrfornla 92085-1116 UT PT MT CONCRETE, MASONRY ePOXY H/S BOLTING Office 0760)724-7826 \ Fax '(760) 724 1675 Cell (760)594-0888 E-Mail lnspectorNickt@cox.net GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING - GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 03 January 2005 Mr Aaron Marcy 184 Chestnut Avenue Carlsbad, CA 92008 Job No. 90-5706 Subject Update Report of Preliminary Geotechnical Investigation Proposed Marcy Residence 184 Chestnut Avenue Carlsbad, California Dear Mr Marcy In accordance with your request, Geotechnical Exploration, Inc. has prepared this update report of geotechmcal investigation for the subject site This firm previously issued a report titled "Report of Soil Investigation - Proposed Two Unit Condominium Project, 184 Chestnut Avenue, Carlsbad, California," dated February 14, 1990 (Job No 90-5706) If the conclusions and recommendations presented in this update report are incorporated into the design and construction of the proposed residence and associated improvements, it is our opinion that the site is suitable for the proposed project This opportunity to be of service is sincerely appreciated Should you have any questions concerning the following report, please do not hesitate to contact us Reference to our Job No. 90-5706 will expedite a response to your inquiries Respectfully submitted, GEQT-ECHNICAL EXPLORATION, INC. Jaime A Cerros, P E R C E 34422/G E 2007 Senior Geotechnical Engineer Carlsbad O6-2269 August 18, 2OO6 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 06-2269 PREPARED BY Steve Sanders DATE August 18, 2006 BUILDING ADDRESS 184 Chesnut Ave. Marcy Residence - SFD BUILDING OCCUPANCY R-3&U-1 TYPE OF CONSTRUCTION V-N BUILDING PORTION Dwelling Garage Balcony Roof Deck Fireplace Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 1919 1586 156 238 1 1919 cb Valuation Multiplier '^ 10199 x, 31 04 S 1441 -X 1441 1 ,426 62 388 By Ordinance Reg Mod VALUE ($) 195,719 49,229 2,248 3,430 1,427 7,446 as?,7sz> 25&A9S Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review D Repetitive Fee ^i Repeats Complete Review D Other D Hourly Structural Only Hour Esgil Plan Review Fee $1,03936 $675 58 $582 04 Comments Sheet 1 of 1 macvaluedoc Citv of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE MM T ^ f ^ BUILDING ADDRESS / %H L PROJECT DESCRIPTION C^h P ASSESSOR'S PARCEL NUMBER 7*? M -" | PLANCHECK NO CB Cxfc wu^r 0^"(~1 117, /3 EST VALUE ? ~ C/^ V f — . -J. 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 failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements DENIAL Please/sfee the attached report of deficiencies marked WKhJH Make necessary corrections to plans or specifications for compliance with applicable codes and standar^*—Sote/nit corrected plans and/or specifications to^fhis office for review Only the applicable sheets have be?n sent By By Date Date Date tin z_ By FOR OFFICIAL USE ONLY AUTHORIZATION TO ISSUE BUILDING PERI Date ATTACHMENTS D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application rj Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON Name KATHLEEN M FARMER City of Carlsbad Address 1635 Faraday Avenue, Carlsbad CA 92008 Phone (760) 602-2741 NOTE If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT A-4 , CA 92OO|8-7314 • (76O) 602-2720 • FAX (760) 60@*8S62 BUILDING PLANCHECK CHECKLIST n n n SITE PLAN Provide a fully dimensioned site plan drawn to scale Show North Arrow F Existing & Proposed Structures G Existing Street Improvements H Property Lines (show all dimensions) I Easements J Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service O 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 Show all existing use of SF and new proposed use of SF Example Tenant Improvement for 3500 SF of warehouse to 3500 SF of office T \Fanr.i;r^ainY\MASTERS\3u:Iding Plancheck Cklst Form (Generic) doc BUILDING PLANCHECK CHECKLIST ST1 D RD31 D DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No D D D 4b All conditions are in compliance Date DEDICATION REQUIREMENTS D D 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Vz x 11" plal 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 D 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant 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 \Farmer\KATHYWASTERS\Building Plancrieck Cklsl Form (Generic) doc BUILDING PLANCHECK CHECKLIST 1ST D ,ND RD3 D ODD 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 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 $ 400 00 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 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 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 n n a n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill import, export and remedial) This information must be included on the plans 7b Grading Permit required A separate grading plan prepared by a registered 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 D 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \Farmer\KATHY\MASTERSVBuilding Plancneck Cklsl Form (Generic) doc ,ST 2n ND 3 D RD n n D D D BUILDING PLANCHECK CHECKLIST 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities Right-of-Way permit required for D D 9 INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enlerprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date n n n D NPDES PERMIT D n nan 10a Storm Water Requirements Applicability Checklist Completed 10b Priority Determination and compliance D Priority Project D Subject tc-Standard Permanent Storm Water BMP's D Exe 11 JSi Required fees are attached D No fees required 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 F \Famwr\KATHYMWASTERS\Building Plancheck Cklsl Form (Generic) doc , ST •,ND ,RD D D 12b BUILDING PLANCHECK CHECKLIST • 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) 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 STA 1+00 Install 2" service and 5 meter (estimated 100 gpm) 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 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 !- '•Farme'1.Kathy1.MASTF:"RS\Build!ng Planchock Cklst Form (Generic} Hoc BUILDING PLANCHECK CHECKLIST .. ST oND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D 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) foi a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this D D D 13 Additional Comments F lFarnien.Kjiliy\MASVcHS\BLiiidiny Piancheck Cklst Form (Generic) doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant D Calculation based on building plancheck plan submittal Address Prepared by Bldg Permit No Of, Checked by Date EDU CALCULATIONSMjst types and square footage Types of Use S ' (^ Sq Ft /Units Types of Use Sq Ft /Units APT CALCULATIONS List types and square footage Types of Use Types of Use Sq Ft /Units Sq Ft /Units FEES REQUIRED WITHIN CFD D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1 PARK-IN-LIEU FEE FEE/UNIT PARK AREA & # X NO UNITS = $ D 2 TRAFFIC IMPACT FEE ADT s/UNITS D 3 BRIDGE AND THOROl ADT s/UNITS D 4 FACILITIES MANAGE UNIT/SO FT D 5 SEWER FEE EDU s FEE/ADT = $ JGHFARE FEE i/IENT FEE (DIST X ZONE X #1 DIST #2 FEE/ADT FEE/SO FT /UNIT DIST #3 -$ s = $ /* ) ^ ^ / FEE/EDU BENEFIT AREA EDU's FEE/EDU D 6 SEWER LATERAL ($2,500) D 7 DRAINAGE FEES PLDA_• n = $. = $ HIGH /LOW ACRES FEE/AC -$.33 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Word\Oocs\Mlsforms\Fee Calculation Worksheet Iof2 ^ fit A /nn 0 PS oo o Cg ^ JO Q_ D_ D. D D PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB Q(J> 'LZ-io'H Planned ^xirw i^raCD APN 2-o4-^2^V"5> -00 Type of Project & Use Sn^Xe T&rA< Zonma R.-3 General Plan £V4 /* \CFD (m/0ut)V# Date of participation Address 1 ftM dWc-SrVi Phone |760) 602- HW1- i \y Net Proiect Density Facilities Manaqement Zone — Remaining net dev acres r\u4 A\jp 1$ DU/AC \ -4- (For non-residential developffient/Type of land used created by this Circle One perm|t / ^ ^ Legend _ Q Item Complete Environmental Review Required DATE OF COMPLETION Item Incomplete - Needs your action YES NO A TYPE i I A. Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval U/A Discretionary Action Required APPROVAL/RESO NO PROJECT NO g-DP YES V NO TYPE. DATE U--7-QS OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval yJ / D n n: P/A Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES A NO CA Coastal Commission Authority? YES NO A 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) Ve,S Habitat Management Plan Data Entry Completed? YES NO 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 NO X (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 3/06 Site Plan 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 yaid slopes) Provide legal description of property and assessor's parcel number nn n n nn son U/A n n n n .n D n n Policy 44- Neighborhood Architectural Design Guidelines 1 Applicability YES V NO 2 Project complies YES Y NO Zoning 1 Setbacks Front Interior Side Street Side Rear Top of slope 2 Accessory structure setbacks Front Interior Side Street Side Rear Structure separation 3 Lot Coverage Required -7 ^ Required 5 ' Required j /V Required \a{ Required A-^>/A ;ks Required Required ^ Required / Required / Required f , o/ Required (aO G Shown 2? Shown c: » Shown \ C)[ <!?" Shown to ' Shown Jb//V ^Shown •^ Shown / Shown / Shownx^ Shown Shown M H ^ 4 Height Required Shown •z/ s- Spaces Required "Z-Shown5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required JO /A Shown kJ/A-r / Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE H \ADMIN\COUNTER\BtdgPlnchkRevChklst Rev 3/06 STRUCTURAL CALCULATIONS FOR MARCY RESIDENCE 184 CHESTNUT AVENUE CALSBAD, CA 92008 \ SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 PROJECT NO 06001 JANUARY 2006 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. STRUCTURAL CALCULATIONS FOR MARCY RESIDENCE INDEX ITEM Design Criteria Roof Framing Second Floor Framing First Floor Framing Column and Footing Wall Design Seismic Design PAGES D1 R1 -R9 F1 - F38 F39 - F68 C1 -C7 W1 - W18 L1 -L25 DESIGN CRITERIA' 1 GOVERNING CODES 2 SEISMIC ZONE 3 MAXIMUM SOIL BEARING 4 MATERIAL AND DESIGN STRESSES UBC 1997 CBC 2001 ACI 318-02 AISC 9TH EDITION 2,500 PSF CONCRETE = 3,000 PSI STEEL REINFORCING Fy = 60 KSI STRUCTURAL STEEL Fy = 50 KSI PIPE STEEL Fy = BOLTED CONNECTIONS A307 & A325 TUBE STEEL Fy =46 KSI MASONRY BLOCK F'm =1,500 PS1STEEL REINFORCING Fy = 60 KSI SPECIAL INSPECTION /YES) OR NO LIVE LOADS ROOF FLOOR BALCONY 20 PSF @ FLAT ROOF & 16 PSF 40 PSF 60 PSF ! SLOPED ROOF PRODUCT m 1 iSogltSlnlslZOS-l S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. FLAT hi INSULATION M tt ,IMP PL* Q. O Z a:u. LL Ooa: or LUa.CL ID LU CO S L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB_ SHEET NO .OF. CALCULATED BY- CHECKED BY SCALE DATE. DATE. Rj PL- t<\U= i C[\(*-i > > M-ll/fw *"' / V SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net ."Rev 5800061 User KW-0604BSS Vet 5 8 0 1 Dec 2003 j_ (c)1983-2003ENERCALC Engineering Software Timber Beam & Joist 05011 ecw UPPER ROOF FRAMING Description RJ-1 2x8 @ 24" o c Timber Member Information iodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined RJ-l Timber Section Beam Width Beam Depth 10 Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable in in fl ps ps ks ft #ffi #/ft Ratio = m-k ft psi psi1 psi psijj 2x8 1 500 7250 000 Douglas Fir ! Larch (North) 8250 950 1,6000 i 1250 Sawn NO j 900 5800 3200 06724 _™J 1093 450 8322 12375 Bending OK 487 1188 Shear OK Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ibs! 261 00 IbS 144 00 Ibs Ibs Ibs Ibs 40500 26100 14400 405 00 Ratio OK 0(3 in in -0112 961 4 -0062 I 1 742 5 in -0 174 ft 4500 6196 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthhnk net " Rev 580004 User KW-0604855 VerSSO 1-Dec 2003 (c)1983-2003 ENERCAIC Engineenng Software General Timber Beam 05011 ecwUPPI R ROOF FRAMINGING 8 Description RB-1 PSL 3 1/2X11 7/8 ( General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined g Section Name Prllm 35x11875 Beam Width 3 500 in Beam Depth 1 1 875 in Member Type Manuf/So Pine Load Dur Factor 1 250 Beam End Fixity Pin-Pin | Full Length Uniform Center Left Cantilever Right Cantilever Loads DL DL DL Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 291 00 #/ft LL #/ft LL m LL 1450ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 2 000 0 ksi \ 14400 #/ft #/ft #/ft Summary | Span= 14 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 667 76 psi Fb 3 625 00 psi = 3 500in x Depth = 1 1 875m Ends are Pin-Pin 0460 1 114k-ft 24 8 k-ft 11 43k ft at 0 00 k-ft at 000 k ft 000 k-ft 2485 fv 113 82 psi Fv 362 50 psi Maximum Shear * 1 7250ft 14 500 ft Reactions LeftDL Right DL Allowable Shear Camber 211 k 211 k 5 @Left @ Right @Left @ Center @ Right Max Max Beam Design OK 47 k 151 k 315k 315k 0000 in 0 444 in 0000 in 315k 31')k Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 296 in 7250ft 5873 Defl) 0444 in 0000 in 0 000 in Total Load -0443m 7250ft 39286 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 S.L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO ..5. CALCULATED BY_ CHECKED BY SCALE OF_ DATE. DATE. t Pp- tllO* M*fcr, RtL- - I48*/ v=Hi A- SL Consulting Engineers 12521 Carmel Canyon Road Sail Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net R'OT 580004 : User KW-0604855 Var580 1 Dec-2003 | (c) 1983-2003 ENERCALC Engineering Software General Timber Beam 05011 acw UPPE R ROOF FRAMING Description RB-26X12(DF/L#1) , General Information Code Ref 1997/2001 NOS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined | Section Name 6x12 Beam Width 5 500 in Beam Depth 1 1 500 in Member Type Sawn Load Our Factor 1 250 Beam End Fixity Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 10 50n Lu 1050ft ft Lu 0 00 ft ft Lu 0 00 ft (North) No 1 1 300 0 psi 85 0 psi 625 0 psi 1 600 0 ksi [ Full Length Uniform Loads jj Center DL Left Cantilever DL Right Cantilever DL 14800#/ft LL #/ft LL #m LL 4000 #/ft #/ft #/ft Point Loads Dead Load 21100lbs Live Load 1 044 0 Ibs distance 5 250 ft \ Summary J Span= 10 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 075 99 psi Fb 1 603 99 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft = 5 500m x Depth = 1 1 Sin Ends are Pin-Pin 0671 1 10 9 k-ft Maximum Shear * 16 2 k-ft Allowable 10 87 k-ft at 5250ft Shear 0 00 k-ft at 10 500 ft 000 k-ft Camber 000 k-ft 1620 Reactions fv 60 81 psi Left DL 1 83 k Fv 106 25 psi Right DL 183k 1 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 38 k 67 k 2(>6k 256k 0 000 in 01/3 in 0000 m 2£«k 256k | Deflections | Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center @Left @ Right Dead Load -0115m 5250ft 1 0944 Detl) 0173m 0 000 in 0 000 m Total Load -0 164 in 5250ft 76853 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 m 00 Total Load 0 000 in 00 0 000 m 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev" 580004 User KW-06048S5 Ver 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 acw UPPER ROOF FRAMING Description RB-36X10(DF/L#2) General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables cire user defined Section Name 6x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 5500m 9500m Sawn 1250 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow E 1 650ft ft ft No 2 875 0 psi 85 Opsi 6250psi SOOOksi Lu Lu Lu 650ft 000ft 000ft I Fu|l Length Uniform Loads Center Left Cantilever Right Cantilever | Point Loads Dead Load 2 Live Load 1 distance DL DL DL 1100 Ibs 044 0 Ibs 3250ft 14800#/ft #/ft #m Ibs Ibs 0000ft Ibs Ibs 0000ft LL LL LL 4000 Ibs Ibs 0000ft #/ft #/ft #/ft Ibs Ibs Ibs Ibs 0000ft 0000ft Ibs Ibs 0000ft i I 1 Summary J Span=650ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 887 44 psi Fb 1088 17 psi Beam Design OK = 5 500tn x Depth = 9 5m 0816 1 61 k-ft 75 kft 6 12 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 750 fv 62 81 psi Fv 106 25 psi Ends are Pin-Pin Maximum Shear * 1 3250ft 0000 ft Reactions LeftDL Right DL Allowable Shear- Camber 1 54 k 1 54k 5 §Left Right @Left @ Center @ Right Max Max 33 k 56 k 219k 219k 0000m 0079m 0000 m 219k 219k Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center @Left @ Right Dead Load -0 052 in 3250ft 14866 Defl) 0 079 in 0 000 in 0 000 in Total Load -0 076 in 3250ft 1 028 77 Left Cantilever Deflection Length/Defi Right Cantilever Deflection Length/Deft Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 m 00 0000 in 00 JOB. S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SHEET NO CALCULATED BY CHECKED BY SCALP </*> OF rC IX DATE DATE Rg»4 -4-x.fc M= M< W ># SI. Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthllnk net '"Rev" 586654 User KW-06048S5 Ver 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 eorUPPER ROOF FRAMING Description RB-4 | General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 4X8 Code Ref 3500m 7 250 in Sawn 1250 Pin-Pin 1997/2001 NDS 2000/2003 Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow IBC 2003 450ft ft ft No 1/No 825 Opst 95 0 psi 625 0 psi NFPA 5000 Lu Lu Lu 2 Base allowables 450ft 000 ft 000ft <ire user defined j| 16000ksi [Vull Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 15100#ffl#m #/ft LL LL LL 9000 #ffi #/ftm Summary | Span=450ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 238 75 psi Fb 1 331 31 psi Beam Design OK = 3 500m x Depth = 7 25m 0270 1 06k-ft 34k-ft 0 61 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 340 fv 32 05 psi Fv 118 75 psi Ends are Pin-Pin Maximum Shear * 1 2250ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 034 k 034k 5 ©Left @ Right @Left @ Center @ Right Max Max 08 k 30 k 054k 054k 0 000 in 0012m 0000 m 054k 054k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center @Left @ Right Dead Load -0 008 in 2250ft 68931 Defl) 0 012 in 0 000 m 0 000 in Total Load -0013m 2250ft 431893 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0000 in 00 Total 1 oad 0 000 m 00 0 000 in 00 V) 0£m -A £s It — k <v? Z v^ D <S^ r~ x.o 5 m7] 73 0 O~n "" ^T~n -o*->U \J ^ ^1 -*O - — CT >J _ ^T3 r- L~ >^> .^: ^- x \»— ~ —i i ^. ? \ => i r< t J i ^b6 falOfo, \ \ •^r \ ^r \ 1* ^<f> , ^ X "\^T \\N • ^x<\^ /ft/\ \ &M1 VKfyAft f ~.t . ^tXlDQlb^ iy r \ / *—* •T], \ -^1 ^1 \ t '~T± li pU /^'^ x^i1 n\ -. — Srir i 21H i _^ n I -^~ ^WTW^^o XU^<3l(/o.6,i w= HjW ilB^^Kifc j-- ii i /<;i i /-*i jj r W° y^'fotfit\\fy <^ ,y ^_ xZ? ^S^ „.« PR? NP (N 1. ^ N' tX \\~ -lr~^1 " ° j f x:H ^' A-A ^ x/v: / / \/ j~-\ •/ "T1 / ^J- ^"0.6, ^ <£ <s-. i >i \ ^ ^T^txto'l ^-JlMtgA•• '/iF^3 ^"^ \v u'" ~ g f 0 !^1^ ^ ^M^| 6xfo p-^ Li — . — _ X^lf — ,W'&l]i$\_ i ' /^ U^fc^^^if: > \ 1*s- V^^ ./c ^ --3xv >D.^ ^^ X ^ \\ 1 1- t^^fr/^i/ nny V r-fi s* - ! ^rr= 'Xr--^ TV V v^\ <5> X O* Wfr ?> r J/ — \ t >X|t%i / 16, ^33-r-I i ^1^•^k f<5> c- s^ - L / 1r i S / r*-t 4 I v> <T - Q T r -A vj ^$ X^ ^ i i N ^i. »« 4 ^i. 0 S > s. N. fC S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF_ DATE. DATE. M= 1x5 A = Ll-topfr V- fit » ^o V, /\ Rr« SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 58O006 User KW-0604S55 Vef 5 8 0 1-Oec 2003 (C)1983-2003 ENERCALC Engineering Software Timber Beam & Joist 05011 ecw tower root framing Description RJ-22x8@16"oc i Timber Member Information iodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status [center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Def) Ratio Center Total Defl Location L/Defl Ratio in in fl ps ps ks ft #/ft #/ft Ratio = in-k ft psi psi psi psi Ibs Ibs Ibs Ibs Ibs Ibs in mj ml ft R>2 2X8 1500 7250 000 Douglas Fir Larch (North) 8250 950 16000 1 250 Sawn Repetitive 1400 2400 2700 08018 I 1499 700 1 1410 14231 Bending OK 453 1188 Shear OK _J 16800 18900 35700 16800 18900 35700 Ratio OK E -0272 6172 -0306 5487 -0578 7000 2905 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suellao@earthlink net _ f" R~ev~5806oi6"~ " I User KW-06048S5 Vef 5 8 0 1-0ec-2003 | (e)1983-2003 ENERCALC Engineenng Software F-f Timber Beam & Joist 05011 ecu tower root framing Description RJ-2 2x10 @ 16" o c (Ratter Roof) rTimber Member Information :ode Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined RJ-2 Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 2x10 1 500 9250 000 Douglas Rr Larch (North), 8250 950 1 6000 1250 Sawn Repetitive ! Center Span Data Span Dead Load Live Load Results Mmax @ Center @X = fb Actual Fb Allowable fv Actual Fv Allowable • Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL [Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio ft #/ft #/ft Ratio = in-k ft psi psi psi psi Ibs Ibs Ibs Ibs Ibs Ibs in in in ft 1400 3900 2200 06427 1793 700 8384 13045 Bending OK 414 1188 Shear OK 27300 15400 42700 27300 15400 42700 Ratio OK -0213 7889 -0120 1 3985 -0333 7000 5044 S L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. F, 60 p^- .# M- /\ / \/A PRODUCT 2W 1 iSingK S^nls) 205 I SL Consulting Engineers 12521 Carrnel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 580004 User KW-0604855 VerSSO 1-Oec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw lower roof framing Description RB-56X10 General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name 6x10 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 5 500 in 9 500 in Sawn 1250 Pin-Pin Center Span 800ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch (North) No 2 Fb Base Allow 875 0 psi Fv Allow 85 0 psi Fc Allow 625 0 psi E ISOOOksi Lu Lu Lu 200ft 000 ft 000ft | Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 426 00 #/ft m #m LL LL LL _™J 22400 #ffi ttffi #/ft Summary J 0jjfflfe3fl^jffi|^^*MIU^^^MMJJiriaB Span= 8 00ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 754 27 psi Fb 1 092 07 psi Beam Design OK = 5 500m x Depth = 9 5m 0703 1 52k-ft 75 kft 5 20 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 753 fv 74 64 psi Fv 106 25 psi Ends are Pin-Pin Maximum Shear * 1 4000ft 0000 ft Reactions LeftDL Right DL Allowable Shear- Camber 1 70 k 170k 5 ©Left @ Right ©Left @ Center @ Right Max Max 39 k 56 k 260k 260k 0 000 in 0115m 0000 m 260k 260k i Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * 0 L @ Center ©Left @ Right Dead Load -0 077 in 4000ft 1 2492 Defl) 0115m 0 000 in 0000 in Total Load -0117m 4000ft 81870 Left Cantilever Deflection Length/Deft Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 S L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. M- 41 R.U- 50 RFI M-\/= > L 'IJCT 234 1 (Sinjl! StlttSI 206-1 iPaMed) SL Consulting Engineers 12521 Camel Canyon Road Sao Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlmk net •" RST"580004 I User KW-060485S Ver 5 8 0 1-0ec-2003 j (c) 1963-2003 ENERCALC EnginoennQ Soft""General Timber Beam 05011 ecw lower roof framing Descnption RB-66X10(DF/L#2) ! General Information Code Ref-1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined j Section Name 6x10 Center Span Beam Width 5 500 in Left Cantilever Beam Depth 9 500 in Right Cantilever Member Type Sawn Douglas Fir - Larch Fb Base Allow Load Dur Factor 1 250 Fv Allow Beam End Fixity Pin-Pin Fc Allow E 1050ft Lu 200ft ft Lu 0 00 ft ft Lu 0 00 ft (North) No 2 875 0 psi 85 0 psi 6250psi 1 300 0 ksi Full Length Uniform Loads j| Center Left Cantilever Right Cantilever DL DL DL 204 00 #/ft #m #/ft LL LL LL 9600 #/ft #/ft #/ft r, Summary p Sj^flfm^SJfl^KAf^KfSfii^^SlSSii^^ Span= 10 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 599 70 psi Fb 1 092 07 psi Beam Design OK = 5 500m x Depth = 9 5in 0549 1 41 k-ft 75 k-ft 4 13 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 753 fv 45 22 psi Fv 106 25 psi Ends are Pin-Pin Maximum Shear * 1 5250ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 107 k 107k 5 ©Left @ Right ©Left @ Center @ Right Max Max 24 k 56 k 1 57k 1 57k 0000 in 0 164 in 0000 in 157k 157k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 109 in 5250ft 1 1537 Defl) 0164 in 0 000 in 0000 in Total Load -0 161 in 5250ft 78454 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0000 in 00 Total t oad 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 580004 User KW-0604855 Ver 5 8 0 1 Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw lower roof framing Description RB-7 General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity 4X8 Code Ref 3 500 in 7 250 in Sawn 1250 Pin-Pin 1997/2001 NDS 2000/2003 Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow IBC 2003 500ft ft ft No 1/No 8250psi 950psi 625 0 psi NFPA 5000 Lu Lu Lu 2 Base allowables are user defined 1 133ft 000ft 000ft 16000ksi Full Length Uniform I Center Left Cantilever Right Cantilever .oads DL DL DL 21900#/ft #/ft #/ft LL LL LL __J 18000 #/ft #/ft #/ft Summary | gjBisa^^jjBiBlp.ggjUis^y^^f^Tffagff Span= 5 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 487 99 psi Fb 1 338 04 psi = 3 500m x Depth = 7 25m 0497 1 12k-ft 34 k-ft 125k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 342 fv 58 97 psi Fv 118 75 psi Ends are Pin-Pin Beam Design OK Maximum Shear * 1 2500ft 5000 ft Reactions LeftDL Right DL Allowable Shear Camber 055 k 055k 5 §Left Right @Left @ Center @ Right Max Max 15 k 30 k 100k 1 00k 0000 in 0026m 0000m 1 00k 1 00k Deflections Center Span Dead Load Deflection -0017m Location 2 500 ft Length/Deft 3 464 8 Camber ( using 1 5 * D L Defl ) @ Center 0 026 in @ Left 0 000 in @ Right 0 000 in Total Load -0 032 in 2500ft 1 901 73 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 k\ S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .10 CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. (Alt>K M<r (wo*- A /X L .itiL PRODUCT 204 1 iSinolt Sr«ts) 209-1 iP SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthhnk net F-il i Rev 580004 ! User KW-0604855 VerSSO 1-Oec-2003 I (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw lower roof framing Description RB-8 6X8 (DF/L #2) General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined lj Section Name 6x8 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity 5 500 in 7 500 in Sawn 1 250 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow 300ft ft ft No 2 8750psi 85 0 psi 625 0 psi Lu Lu Lu 1 50 ft 000ft 000ft 1 300 0 ksi Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 93 00 #/ft LLat/ft LL #m LL 4000 #/ft #/ftm Point Loads Dead Load 760 0 Ibs Live Load 320 0 Ibs distance 1 500 ft Ibs Ibs Ibs Ibs 0000ft 0000ft Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft Ibs Ibs 0000ft 1 Summary | Span= 3 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 223 33 psi Fb 1 092 77 psi Beam Design OK = 5 500m x Depth = 7 5m Ends are Pin-Pin 0253 1 1 Okft 47 k-ft 0 96 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 470 fv 26 89 psi Fv 106 25 psi Maximum Shear * 1 1 500ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 052 k 052k 5 @ Left @ Right ©Left @ Center @ Right Max Max 1 1 k 44 k 071k 074k 0000 in 0005 in 0000 m 074k 074k I Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0004 in 1 500ft 99639 Defl) 0 005 in 0 000 m 0 000 m Total Load -0 005 in 1 500ft 700334 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 m 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-rnail suehao@earthlink net F-it | Rev 580004 I User KW-0604855 Ver 5 6 0 1 Dec 2003 I (0)1983-2003 ENERCALC Enginaenng Software General Timber Beam 05011 ecw lower roof framing Description RB-9 PSL 5 1/4X9 1/2 General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Forty Prllm 525x95 5 250 in 9 500 in Manuf/So Pine 1250 Pin-Pin Center Span 7 50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan Parallam 2 OE Fb Base Allow 29000psi Fv Allow 290 0 psi Fc Allow 650 0 psi E 2 000 0 ksi Lu Lu Lu 200 ft 000ft 000ft Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads 12200 #/ft 45500 #/ft 45500 #/ft 45500 W. LL@Left LL @ Right LL @ Left LL @ Right 5600 #/ft 24000 #/ft 24000 #Ht 24000 #/ft Start Loc End LOG Start Loc End Loc 0000 ft 4500 ft 4500 ft 7500 ft Dead Load Live Load distance 2 572 0 Ibs 1 088 0 Ibs 4500ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft I Summary | Span= 7 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 607 92 psi Fb 3 61 5 37 psi = 5 250m x Depth = 9 5m 0445 1 106k-ft 23 8 k-ft 1058k-ft at -0 00 k-ft at 000 k-ft 000 k-ft 2379 fv 13743psi Fv 362 50 psi Ends are Pin-Pin Maximum Shear * 1 4500ft 7500ft Reactions LeftDL Right DL Allowable Shear Camber 214 k 310k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 69 k 181 k 314k 457k 0000 in 0127m 0000 in 31lk 45fk Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 085 in 3900ft 1 0621 Defl) 0 127 in 0 000 in 0 000 in Total Load -0 124 in 3900ft 72530 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 JOB. S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SHFFT NO j CAI Oil ATFD RY CHFCKFD HY SCALP V OF DATF DATF x LL- fjp a- 40 pjp $P/VM = [ (5 fsp 1 40 psp; x /, 33'- -ft-*/ M A- o. F-if ^A>Xfc\rihacuscr Business TJ-8eam®6 16 Senal Number 7004102132 11 7/8" TJI®/Pro(TM)-250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -14'- Product Diagram is ConceptuaL LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration, 12 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Unrform(plf) Floor(100) 800 410 OTo14' Replaces SUPPORTS. 1 Stud wall Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth Live/Dead/Uplift/Total 350" 225" 557/285/0/842 N/A N/A N/A End Rim 2 ParallamPSL 350" Hanger 563/289/0/852 Beam N/A N/A N/A Top Mount Hanger Other 1 Ply1 1/4' x11 7/8"08ETJ- Strand Rim Board® None DESIGN CONTROLS Maximum Design Control Control Shear (Ibs) 817 Vertical Reaction (Ibs) 817 Moment (Ft-Lbs) 2757 Live Load Defl (in) Total Load Defl (in) TJPro -817 817 2757 0184 0279 48 1420 1170 4430 0450 0675 30 Passed (58%) Passed (70%) Passed (62%) Passed (L/878) Passed (L/581) Passed Location Rt end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria STANDARD(LL L/360 TL U240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite acton with single layer of 19/32" Panels (20* Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES -IMPORTANT' The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application input design loads and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above PROJECT INFORMATION OPERATOR INFORMATION Sue Liao SL Consulting Engineers 12521 Carmel Canyon Road San Diego CA 92130 Phone (858)259-3776 Fax (858)259-3848 sueliao@san rr com Copyright •£ 2004 by Trus Joisi a Weyerhaeuser Business Tolas TJ-Bear«B and Paralla:raK are registered trademarks of Trus Joist e-I Joist1" Pro™ and TJ-Pro1" are trademarks of Trus Joist C \Pro.iects\2l)05\Marcy Residence\Sr.ructural\J-l sms TJ-8eam»6 16 Serial Number 7004102132 User 2 8/15/2005*26 58 AM Page 1 Engine Version 1 165 J-2 11 7/8" TJI®/Pro(TM)-150 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED F-i5 -14T1- Product Diagram ta Conceptual. LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration 12 0 Dead Vertical Loads Type Class Live Dead Locaton Application Comment Unrform(plf) Floor(1 00) 54 0 20 0 0 To 14' 3" Replaces SUPPORTS 1 Parallam PSL Beam 2 Stud wall Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth Live/Dead/Uplift/Total 350" Hanger 387/143/0/530 N/A N/A N/A Top Mount Hanger 350" 350" 383/142/0/524 N/A N/A N/A End TJI Blocking Other None 1 Ply117/8"TJI®/Pro(TM)- 150 DESIGN CONTROLS Maximum Design Control Control Shear (Ibs) 509 Vertical Reaction (Ibs) 509 Moment (Ft-Lbs) 1749 Live Load Deft (in) Total Load Defl (in) TJPro 509 509 1749 0147 0202 45 1420 1420 3765 0458 0688 30 Passed (36%) Passed (36%) Passed (46%) Passed (L/999+) Passed (L/817) Passed Location Lt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Cntena STANDARD(LL L/360 TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ) TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values The specific product application input design loads and stated dimensions have been provided by the software user This output has not been reviewed by a TJ Associate -Not all products are readily available Check with your supplier or TJ technical representative for product availability -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY' PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above PROJECT INFORMATION OPERATOR INFORMATION Sue Liao SL Consulting Engineers 12521 Carmel Canyon Road San Diego CA 92130 Phone (858)259-3776 Fax (858)259-3848 sueliao@san rr com Copyright .~ 2004 by Trus Joist a Weyerhaeuser Business TJT-K TJ-BearKK and Parallaro® are registered trademarks of Trus Joist e-I Joist" Pro™ and T^-Pro™ are trademarks of Trus Joist C \Projects\2005\Marcy Residenco\Structurai\J-2 sms S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. frKI 0.01 J/ W t,3 H 6 PJP x t; p, p. - ^ 111* 1 ^ / / ^ I-K , ir-v -*'Jy / / /I ,# SL Consulting Engineers 12521 Carmel Canyon Road Sara Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 580004 User KW-0604855 Ver 5 8 0 1 -Dec-2003 (c) 1983-2003 ENERCALC Engineenng Software F-a General Timber Beam 05011 ecw lower roof framing Description BM-1 PSL 7X16 , General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables aie user defined jj Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Prilm 70x160 7 000 in 16000m Manuf/So Pine 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 1750ft ft ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 2 000 0 ksi Lu Lu Lu 1 33ft 000ft 000ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 455 00 #/ft#m Wft LL LL LL j 53200 #/ft #/ft#m i Point Loads Dead Load 3 552 0 IDS Live Load 1 431 0 Ibs distance 3 500 ft L.j"^§LaasaJ Span= 17 50ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 2 065 66 psi Fb 2 896 21 psi 1 832 0 Ibs Ibs Ibs Ibs Ibs Ibs 7320 Ibs Ibs Ibs Ibs Ibs Ibs 13750ft 0000ft 0000ft 0000ft 0000ft 0000ft 7 OOOin x Depth = 16 in Ends are Pin-Pin 0713 1 51 4 k-ft Maximum Shear * 72 1 k-ft Allowable 51 41 k-ft at 8 330 ft Shear 000 k-ft at 17500ft 000 k-ft Camber 000 k-ft 72 °8 Reactions fv 176 41 psi LeftDL 722 k Fv 290 00 psi Right DL 613k 1 5 @ Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 198 k 325 k 13 irk 116'ak 0000 in 049lm 0000 m 13 1<rk 1166k Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 327 in 8610ft 6420 Defl) 0 491 in 0 000 in 0 000 m Total Load -0613m 8680ft 34276 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlink net ""Rev 580004 User KW-0604855 Ver 5 8 0 1-Oec-2003 (C)1963-2003 ENERCALC Engineering Software General Timber Beam 05011 eon tower roof framing Description BM-2 PSL 7X16 ; General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Prllm Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity 70x160 7 000 in 16000m Manuf/So Pine 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 1750ft ft ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 20000ksi Lu Lu Lu 000ft 000 ft 000 ft | Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 10200#/ft #/ft #/ft LL LL LL 12000 #/ft #/ft #/ft ! Trapezoidal Loads #1 DL © Left DL @ Right #2 DL © Left DL © Right 5300 #/ft 5300 #ffl 30900 #/ft 30900 #/ft LL @ Left LL @ Right LL @ Left LL @ Right 10400 10400 #m #/ft m#m Start Loc End Loc Start Loc End Loc 0000 ft 14000 ft 14000 ft 17500 ft Point Loads | Dead Load 8 1250 Ibs Live Load 6 437 distance 1400 Summary Olbs Oft 1 650 0 Ibs 520 0 Ibs 16000ft Ibs Ibs Ibs Ibs 0 000 ft 0 000 ft Ibs Ibs 0000ft Ibs Ibs 0000ft Beam Span= 17 50ft Beam Width = 7 000m x Depth = 16 in Ends are Pin-Pin Max Stress Ratio Ibs Ibs 0000ft Design OK 0751 1 Maximum Moment Allowable Max Positive Moment Max Negative Moment Max © Left Support Max © Right Support Max M allow fb 2 036 21 psi Fb 2 900 00 psi 50 68 k-ft 0 00 k-ft 000 k-ft 000 k-ft 7218 fv Fv 50 7 k-ft 72 2 k-ft at 14 at 17 Maximum Shear * 1 5 Allowable 000 ft 500 ft Shear Camber §Left Right ©Left 244 k 325 k @ Center 217 76 psi 290 00 psi Reactions LeftDL Right DL 3 13 k 926k @ Right Max Max 554k 162<>k 0000 in 0411m 0000m 554k 1626k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L © Center ©Left © Right Dead Load -0 275 in 9590ft 7635 Defl) 0413m 0 000 in 0000 in Total Load -0 488 in 9590ft 43067 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. = ID Pi- B 4 \ ^ *^ / / t!r^'; / 744-" v-\no* 7- /\ SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthhnk net |" Rev 560004 Us«r KW-0604855 Ver 5 8 0 1-Dec 2003 ! (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw tower roof framing Descnption BM-36X12(DF/L#1) General Information Code ReM997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined^ Section Name 6x12 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 5 500 in 1 1 500 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever 1450ft Lu ft Lu ft Lu 000ft 000 ft 000 ft Douglas Fir - Larch (North) No 1 Fb Base Allow Fv Allow Fc Allow E 13000 psi 85 0 psi 625 0 psi 1 600 0 ksi j Trapezoidal Loads J #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 3000 #/ft 3000 #/ft 29900 #/ft 29900 ft/ft LL @ Left LL @ Right LL@Left 10400 LL@ Right 10400 #/ft Start Loc #/ft End Loc #/ft Start Loc #/ft End Loc 0000 ft 4500 ft 4500 ft 14500 ft | Point Loads | Dead Load 340 0 Ibs Live Load 202 0 Ibs distance 4 500 ft \ Summary i S?^':M0Bl^U^KS*OT^53ail!^ffW Span= 14 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 983 22 psi Fb 1 300 00 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft = 5 500m x Depth = 1 1 5m Ends are Pin-Pin 0789 1 9 9 k-ft Maximum Shear * 131 kft 9 93 k-ft at 7 482 ft -000 k-ft at 14500ft 000 k-ft 000 k-ft 1313 Reactions fv 67 10 psi Left DL Fv 85 00 psi Right DL Allowable Shear Camber 138 k 209k 1 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 42 k 54 k 1 88k 283k 0000 in 0363m 0000 m 183k 283k Deflections | Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center @Left @ Right Dead Load -0 242 in 7366ft 7191 Defl) 0 363 in 0 000 m 0 000 in Total Load -0 331 in 7366ft 52605 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total I oad 0000 in 00 0000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 530004 User KW-0604855 VerSBO 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software General Timber Beam 05011 eciv lower root framing Description BM-46X10(DF/L#2) ! General Information Section Name 6x10 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Code 5 500 in 9500m Sawn 1000 Pin-Pin Ref 1997/2001 NDS 2000/2003 I BC 2003 NFPA 5000 Base allowables are user defined | Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow E 1 400ft ft ft No 2 875 0 psi 85 0 psi 625 0 psi SOOOksi Lu Lu Lu 133ft 000 ft 000 ft i Full Length Uniform 1 Center Left Cantilever Right Cantilever .oads DL DL DL 325 00 #ffl m. LL LL LL g 26000 #ffi ft/ft #ffi Summary | H^MiiK^^HSSUW^ItM^^fp^pff^'J^ Span= 4 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 169 71 psi Fb 874 30 psi Beam Design OK = 5 500m x Depth = 9 5m Ends are Pin-Pin 0395 1 1 2 k-ft 60 k-ft 1 17 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 603 fv 33 59 psi Fv 85 00 psi Maximum Shear * 1 Allowable 2000ft 0000 ft Reactions LeftDL Right DL Shear Camber 065 k 065k 5 ©Left @ Right ©Left @ Center @ Right Max Max 18 k 44 k 1 17k 1 17k 0 000 in 0005 in 0000 m 1 17k 1 Uk i Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 004 in 2000ft 13 099 1 Defl) 0 005 in 0 000 in 0 000 in Total Load -0 007 in 2000ft 7 277 29 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total I oad 0 000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SHEET NO IJ '- CALRIJI ATFD BY CHFCKFD BY SCALE OF p" riATF DATF <=•&$*/! /\ (t > A = frM /\ SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net _"~ " I User KW-0604B55 Ver 5 8 0 1-0eo-2003 | (c) 1 983-2003 ENERCALC Engineering Software F-Z3 General Timber Beam 05011 ecw lower roof framing Description BM-5 4X12 j General Information Section Name 4x12 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Code Ref- 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined j| 3500m 1 1 250 in Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow E 1 400ft Lu ft Lu ft Lu No 1/No 2 8250psi 95 0 psi 625 0 psi 600 0 ksi 1 33 ft 000ft 000ft i Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 45500#/ft LL 24000 #ffim IL #m #/ft LL #ffi I Summary J Span= 400ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 225 93 psi Fb 905 66 psi = 3 500m x Depth = 1 1 25m 0557 1 14k-ft 56 k-ft 1 39 k-ft at 000 k-ft at 000 k-ft 000 k-ft 557 fv 52 95 psi Fv 95 00 psi Ends are Pin-Pin Maximum Shear * 1 2000ft 4000ft Reactions LeftDL Right DL Allowable Shear Camber 091 k 091 k 5 ©Left © Right ©Left © Center @ Right Max Max Beam Design OK 21 k 37 k 1 39k 1 39k 0000 in 0006m 0000 m 139k 1 39k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0004m 2000ft 121698 Deft) 0006m 0 000 in 0 000 m Total Load -0 006 in 2000ft 796727 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Deft Dead Load 0 000 m 00 0000 in 00 Total Load 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink.net^ i Rev 580004 User KW-0604855 Ver 5 8 0 1-Oec-2003 ; (c) 1983-2003 ENERCALC Er^inearinfl ^flwan F-tf General Timber Beam 05011 ecw tower roof framing Description BM-6 PSL 3 1/2X14 ! General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables cire user defined j| | Full Section Name P Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Length Uniform Center Left Cantilever Right Cantilever rllm 35x140 3 500 in 14 000 in Manuf/So Pine 1 000 Pin-Pin Loads DL DL DL Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 31600«ft LL #/ft LL #/ft LL 425ft Lu ft Lu ft Lu Parallam 2 OE 29000psi 2900psi 650 0 psi 2 000 0 ksi 94500 #ffi ft/ft #/ft 1 33 ft 000ft 000ft ~ "~ EaB_^ Summary | BJ3^^;jfflSjijj^\*tfijjj'7iif'ivnY nfl Span=425ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 298 82 psi Fb 2 885 90 psi Beam Design OK = 3 500m x Depth = 14 in 0283 1 28k-ft 27 5 k-ft 2 85 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 2750 fv 82 03 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 2125ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 067 k 067k 5 ©Left @ Right @Leff @ Center @ Right Max Max 40 k 142 k 268k 268k 0000 in 0002 in 0000 in 268k 268k [ Deflections "1 Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 001 in 2125ft 35 193 1 Defl) 0 002 in 0 000 in 0000 in Total Load -0 006 in 2125ft 881920 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. */ 14' l4^ t*i) c v _RL . , ^ <\'-0 * SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlink net Rev"580b04" User KW-0604855 Ver 5 8 0 1-Oec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ec* lower roof framing Description BM-7PSL 5 1/4X11 7/8 , General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Prtlm 525x11875 5 250 in 11 875 in Manuf/So Pine 1000 Pin-Pin Center Span 1950ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan Parallam 2 OE Fb Base Allow 2 900 0 pst Fv Allow 290 0 psi Fc Allow 650 0 psi E 2 000 0 ksi Lu Lu Lu 200ft 000 ft 000ft 1 Full Length Uniform Loads | Center DL Left Cantilever OL Right Cantilever OL 51 00#/ft LL #/ft LL #/ft LL am | Trapezoidal Loads | #1 DL @ Left 245 00 #/ft DL@ Right 24500 #/ft LL@Left 16000 #/ft LL@ Right 16000 #/ft Start Loc End Loc 16000 ft 19500 ft ' Point Loads | Dead Load 91 00 Ibs Live Load 480 0 Ibs distance 14000ft 650 0 Ibs 520 0 Ibs 16000ft Ibs Ibs Ibs Ibs 0000ft 0000ft Ibs Ibs 0000ft Ibs Ibs Ibs Ibs 0000ft 0000ft | Summary 1 Beam Desiqn OK Span= 19 50ft Beam Width = 5 250m x Depth = 1 1 875m Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1181 99 psi Fb 2 892 30 psi 0409 1 1215k-ft -0 00 k-ft 000 k-ft 000 k-ft 2974 fv Fv 12 2 k-ft 29 7 k-ft at at 90 12 psi 290 00 psi Maximum Shear * 13962ft 19500ft Reactions LeftDL Right DL Allowable Shear Camber 095 k 246k 1 5 @Left @ Right ©Left @ Center @ Right Max Max 56 k 181 k 123k 37'5k 0000 in 0515m 0000 in 123k 37(>k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L. @ Center @Left @ Right Dead Load -0343m 10530ft 6814 Defl) 0515m 0 000 in 0 000 in Total Load 0 488 in 10686ft 47995 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0000 in 00 Total Load 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 580004 Usor KW-0604855 VerSBO 1-Deo-2O03 (c)1963-2003 ENEBCALC Engineering Software General Timber Beam 05011 acw lower roof framing Descnption BM-8PSL 5 1/4X11 7/8 General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Prllm 525x11875 5 250 in 1 1 875 in Manuf/So Pine 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 900ft ft ft Parallam 2 OE 2 900 0 psi 2900psi 650 0 psi 2,000 Oksi Lu Lu Lu 200ft 000ft 000ft | Full Length Uniform t Center Left Cantilever Right Cantilever .oads DL DL DL 51 00 m #/ft #/ft LL LL LL " " "" "~ " ~:__J|#« m m I Trapezoidal Loads #1 DL @ Left DL @ Right 24500 24500 #/ft#m LI LI §Left Right 16000 16000 #/ft Wft Start Loc End Loc 0000 ft 5000 ft ill K^UEUUUUUUd : Point Loads Dead Load Live Load distance 650 0 Ibs 520 0 Ibs 5000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Summary | 3^''-^^y.!^J^^!|ffffn^lBtfflLftV^v^i Span=900ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 521 77 psi Fb 2 892 30 psi Beam Design OK = 5 250m x Depth = 1 1 875m Ends are Pin-Pin 0184 •) 54k-ft 29 7 k-ft 5 37 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 2974 fv 53 22 psi Fv 290 00 psi Maximum Shear * 1 Allowable 4 860 ft Shear 0000ft Camber Reactions LeftDL 140 k Right DL 0 93 k 5 ©Left @ Right ©Left @ Center @ Right Max Max 33 k 181 k 221k 144k 0 000 in 0047m 0000 m 221k 144k Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 031 in 4428ft 34721 Defi) 0047 in 0 000 in 0 000 in Total Load -0 050 in 4428ft 2 171 24 Left Cantilever Deflection Length/Deft Right Cantilever Deflection Length/Deft Dead Load 0 000 in 00 0 000 in 00 Total 1 oad 0000 in 00 0 000 in 00 JOB. S.L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 1( SHFFT NO (j. CALCULATED BY CHECKED BY SCALE & DATE DATE to, = to f 5F M-V- 1 Kndr "a-Ki'«-' SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink.net ~Rav "580004 User KW-0604855 Ver 5 8 0 1 Oec-2003 General Timber Beam 05011 ecw lower roof framing Description BM-9 PSL 5 1/4X16 CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined j|General Information Section Name Prilm Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 5 25x16 0 5 250 in 16000m Manuf/So Pine 1000 Pin-Pin Center Span 1050ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan Parallam 2 OE Fb Base Allow 2 900 0 psi Fv Allow 2900psi Fc Allow 650 0 psi E 20000ksi Lu Lu Lu 400ft 000ft 000ft | Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 9200#/ft #/ft #/ft LL LL LL 12000 #/ft #/ft #m Trapezoidal Loads m DL @ Left DL @ Right 28300 #/ft 28300 #/ft LL @ Left LL @ Right 9000 #/ft 9000 #/ft Start Loc End Loc 7500 ft 10500 ft Point Loads Dead Load Live Load distance 6 802 0 Ibs 7 525 0 Ibs 7500ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Summary | 'xsism^jUKJkyiialtSK^iSUi^/jSfiffS^S Span= 10 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 831 82 psi Fb 2 877 43 psi Beam Design OK = 5 250m x Depth = 16 in 0 758 1 34 2 k-ft 53 7 k-ft 34 19 k-ft at -000 k-ft at 000 k-ft 000 k-ft 5371 fv 219 74 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 7476ft 10 500 ft Reactions LeftDL Right DL Allowable Shear Camber 255 k 607k 5 ©Left @ Right @Left @ Center @ Right Max Max 185 k 244 k 537k 1231k 0000 in 0108m 0000m 53fk 1231k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left ©Right Dead Load -0 072 in 5754ft 1 7440 Defl) 0 108 in 0000 in 0000 in Total Load -0 150 in 5754ft 83813 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Totalload 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net r~ReV "580004 ' | Us«r KW-0604855 Ver 5 8 0 1-Doc 2003 (c)1983^2003 ENERCALC Engineering Software General Timber Beam 05011 ec« tower roof framing Description BM-10PSL 3 1/2X11 7/8 General Information Section Name Prllm Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Code Ref 35x11875 3 500 in 11 875 in Manuf/So Pine 1 000 Pin-Pin 1997/2001 NDS 2000/2003 I BC 2003 NFPA Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 1050ft ft ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 2 000 0 ksi 5000 Lu Lu Lu Base allowables are user defined B 400 000 000 ft ft ft 1 Full Length Uniform Loads | Center Left Cantilever Right Cantilever DL DL DL 162 00 #/ft #/ft#m LL LL LL 12000 #m#m | Point Loads | Dead Load Live Load 2 distance 671 0 Ibs 009 0 Ibs 7500ft Ibs Ibs Ibs Ibs 0000ft 0000ft Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft Ibs Ibs 0000ft | Summary Span= 10 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow ft) 1300 11 psi Fb 2 858 52 psi = 3 500m x Depth = 1 1 875m Ends are Pin-Pin 0455 1 89k-ft 196 k-ft 8 91 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 1959 fv 122 52 psi Fv 290 00 psi Maximum Shear * 1 7476ft 10 500 ft Reactions LeftDL Right DL Allowable Shear Camber 1 04 k 133k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 51 k 121 k 225k 339k 0000 in 0101m 0000m 225k 339k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 067 in 5418ft 1 871 8 Defl) 0 101 in 0 000 in 0 000 in Total Load -0 167 in 5544ft 75491 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total t oad 0000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB, SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF. DATE. DATE- frM PP V xt » SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3846 E-mail sueliao@earthlink net "Rev 580004"" User KW-0604a55 Ver 5 8 0 1 Dae 2003 (c) 1983-2003 ENERCALC Engineering Software General Timber Beam 05011 eon tower roof framing Description BM-11 PSL 3 1/2X14 ; Genera! Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables ate user defined B^ __ IS Section Name Prilm Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 3 5x14 0 3500m 14 000 in Manuf/So Pine 1 000 Pin-Pin Center Span 8 50 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan Parallam20E Fb Base Allow 2 900 0 psi Fv Allow 290 0 psi Fc Allow 6500 psi E 2 000 0 ksi Lu Lu Lu 1 00ft 000ft 000 ft i Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 13500#/ft #/ft m. LL LL LL 70000 #/ft #/ft #/ft Point Loads Dead Load Live Load distance 560 0 Ibs Ibs 4250ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft JSiEESIL-^Jl Beam Design OK Span=850ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 91 6 38 psi Fb 2 889 62 psi 3 500in x Depth = 14 in 0404 1 8 7 k-ft 27 5 k-ft 8 73 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 2753 fv 117 21 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 4250ft 8500ft Reactions LeftDL Right DL Allowable Shear- Camber 085 k 085k 5 ©Left @ Right ©Left @ Center @ Right Max Max 57 k 142 k 383k 383k 0000 in 0026 in 0000 m 383k 383k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 S * D L @ Center @Left @ Right Dead Load -0018m 4250ft 57822 Deft) 0 026 in 0 000 in 0000 in Total Load -0 069 in 4250ft 1 478 21 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total I pad 0 000 in 00 0 000 in 00 SL Consulting Engineers •\2521 Carmel Canyon Road Sari Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink^net Rev: 580004 User KW-0604655 Ver 5 8 0 1-Oec 2003 (c) 19S3-2003 ENERCALC Engineering Software General Timber Beam 05011 aov lower root framing Oescnption BM-12PSL51/4x91/2 ! General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Prllm Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity 5 25x9 5 5 250 In 9500m Manuf/So Pine 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow e 650ft ft ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 20000ksi Lu Lu Lu 133ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 31700#/ft #/ftm LL LL LL 32200 #/ftm#m i Point Loads Dead Load 1 536 0 Ibs Live Load 652 0 Ibs distance 4 750 ft LJ?J^{?d^.-JZ3 Span=650ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 845 00 psi Fb 2 895 99 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft = 5 250m x Depth = 9 5m Ends are Pin Pin 0381 1 5 6 k-ft Maximum Shear * 19 1k it Allowable 5 56 k-ft at 4160ft Shear 0 00 k-ft at 0 000 ft 0 00 k-ft Camber 000 k-ft 1906 Reactions fv 110 55 psi LeftDL 144 k Fv 290 00 psi Right DL 215k 1 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 55 k 145 k 267k 368k 0000 in 0 048m 0000 m 267k 368k i Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * 0 L @ Center ©Left @ Right Dead Load -0 032 in 3432ft 24497 Defl) 0048m 0 000 in 0 000 m Total Load -0 055 in 3380ft 1 408 85 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 SHEET NO J OF _ CALCUI ATFD BY DATP CHFCKFD BY HATF SCALE / _iJ x#M (3 b*CL L*i) r HOT * u feM 4 M -)/* 4? If* i. SL Consulting Engineers 12521 Carmel Canyon Road Sari Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rev 580004 User KW-0604855 VerSSO 1-Oec-2003 (c)19S3-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw lower root framing Description BM-136X12(DF/L#2) General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables a.re user defined Section Name 6x12 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity 5 500 in 11 500 in Sawn 1 000 Pin-Pin Center Span 350ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch (North) No 2 Fb Base Allow 875 0 psi Fv Allow 85 0 psi Fc Allow 6250 psi E 1 300 0 ksi Lu Lu Lu 133ft 000 ft 000ft | Full Length Uniform Loads | Center Left Cantilever Right Cantilever DL DL DL 12500#/ft #/ft m LL LL LL 28000 #/ft #/ft #/ft i Point Loads I Dead Load 2 Live Load distance 085 0 Ibs 744 0 Ibs 2900ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs Ibs Ibs 0 000 ft 0 000 ft Ibs Ibs 0000ft 3 Summary I K{MO^»:Ma»'iMiJK»MM»«j*mv'vmiwaai'^Hf^T 1-5- "irn"*1" j --•«.«•..». --^ ;;TM TJ i I* I • 1 Span= 3 50ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 174 09 psi Fb 874 14 psi Beam Design OK = 5 500in x Depth = 1 1 5in Ends are Pin-Pin 0852 1 1 76 k-ft 0 00 k-ft 000 k-ft 000 k-ft 883 fv Fv 1 8 k-ft 88 k-ft at at 72 40 psi 85 00 psi Maximum Shear * 1 2898ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 058 k 1 95k 5 ©Left @ Right ©Left @ Center @ Right Max Max 46 k 54 k 1 19k 305k 0000 in 0003m 0000 m 1 19k 305k [Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left ©Right Dead Load -0 002 in 1 946ft 186671 Defl) 0 003 in 0 000 in 0 000 in Total Load -0 004 in 1 890ft 1071316 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road SanOiego, CA92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlmk net "Rev 580004"" User KW-0604855 VerSSO 1-Oec-2003 (c)1933-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw lower roof framing Description BM-14 PSL 5 1/4X9 1/2 General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined J Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Prilm 525x95 5250m 9500m Manuf/So Pine 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 450ft ft n Parallam 2 OE 2 900 0 psi 2900psi 650 0 psi 2 000 0 ksi Lu Lu Lu 1 33ft 000ft 000 ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 237 00 #m m m LL 42000 m LL #ffl LL #/ft [ Point Loads | Dead Load 3 072 0 Ibs Live Load 2 386 0 Ibs distance 2750ft | Summary | Span= 4 50ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1124 99 psi Fb 2 895 99 psi Deflections Ibs Ibs Ibs Ibs 0000ft 0000ft IbS Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft Beam Design OK 5 250m x Depth = 9 5m Ends are Pin-Pin 0499 -J 74kft 19 1 k-ft Maximum Shear Allowable 740k-ft at 2754ft Shear 0 00 k-ft at 4 500 000 k-ft 000 k-ft ft Camber 1906 Reactions fv 144 77 psi Fv 290 00 psi Center Span Dead Load Total Load Deflection Location -0015m -0030m 2 376 ft 2 358 ft Length/Defl 3 488 2 1 776 45 Camber ( using 1 5 * 0 L Defl @ Center ©Left @ Right ) 0 023 in 0 000 in 0 000 m Left DL 1 73 k Right DL 2 41 k Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Deft *1 5 §Left Right ©Left @ Center @ Right Max Max Dead Load 0 000 in 00 0 000 in 00 72 k 145 k 360k 481k 0000 in 0023m 0000 m 360k 481k J Total Load 0 000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF CALCULATED BY_ CHECKED BY SCALE DATE. DATE. I0x\0 /\ SL Consulting Engineers 12521 Carmel Canyon Road SanvDiego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net j Rev 580004" i User KW-0604855 Ver 5 8 0 1-Oec-2003 ! (c) 1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecv> tower roof framing Description BM-31 6x10 General Information Section Name 6x10 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Code 5500m 9500m Sawn 1 000 Pin-Pin Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch (North) Fb Base Allow Fv Allow Fc Allow E 1 600ft ft ft No 2 875 0 psi 85 0 psi 625 0 psi 300 0 ksi Lu Lu Lu 1 33 ft 000ft 000ft } FuH Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 31000#/ft #/ft m LL LL LL 16800 #ffi #ffi #ffi | Summary | E?LA'fe^^*L^'MJI«IH&4l!ajJIB.JHMtB5ara!y Span= 6 00ft Beam Width = 5 500m x Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 312 01 psi Fb 874 30 psi Beam Design OK Depth = 9 5m Ends are Pin-Pin 0484 1 2 2 k-ft 60 k-ft Maximum Shear * Allowable 215k-ft at 3000ft Shear 0 00 k-ft at 6 000 ft 000 000 603 fv Fv k-ft k-ft 41 17 psi 85 00 psi Camber- Reactions LeftDL 093 k Right DL 0 93 k 15 @Left @ Right ©Left @ Center @ Right Max Max 22 k 44 k 143k 1 43k 0000 in 0027m 0000 m 143k 143k Deflections | Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0018m 3000ft 40690 Deft) 0 027 in 0 000 in 0000 in Total Load -0 027 in 3000ft 2 638 91 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0000 in 00 Total Load 0 000 in 00 0000 in 00 m CD S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. P. 00 ft - (II x = > > T-4-TJi/pRo (55i f!f t {jo fJFJ < 1,33'- (11*/ 1 isirau awtsi 206-1 i J-3 r Business TJ-3eam? 6 20 Serial Number'7005104a94 14" TJI?/Pro(TM)-250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED •19'- Product Diagram is Conceptual LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration 12 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Uniform(plf) Floor(100) 530 230 OTo19' Replaces SUPPORTS 1 Parallam PSL Beam 2 Parallam PSL Beam Input Bearing Vertical Reactions (Ibs) Ply Depth Width Length Live/Dead/Uplift/Total 350" Hanger 504/218/0/722 N/A 350" Hanger 504/218/0/722 N/A N/A N/A Nailing Depth N/A N/A -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s) H1 Top Mount Hanger HANGERS No Manufacturer Selected Support Model 1 H1 Top Mount Hanger NONE FOUND 2 H1 Top Mount Hanger NONE FOUND Detail Other H1 Top Mount Hanger None H1 Top Mount Hanger None Slope Skew 0/12 0/12 0 0 Reverse Flanges N/A N/A Top Flange Offset N/A N/A Top Flange Slope N/A N/A Support Wood Species N/A N/A DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 700 700 3222 Design -700 700 3222 0271 0389 41 Control 1710 1560 5418 0614 0921 30 Control Passed (41%) Passed (45%) Passed (59%) Passed (L/81 5) Passed (L/568) Passed Location Rt end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria Specified(LL L/360 TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32' Panels (20" Span Rating) GLUED & NAILED wood decking -Bracmg(Lu) All compression edges (top and bottom) must be braced at 3' 4' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability PROJECT INFORMATION OPERATOR INFORMATION Sue Liao SL Consulting Engineers 12521 Carmel Canyon Road San Diego CA 92130 Phone (858)259-3776 Fax (858)259-3848 sueliao@earthlink net Copyright •> 2005 by Trus Joist a Weyerhaeuser Business TJI"> TJ-Bean"1 and Parallam7 are registered trademarks of Trus Joist e-I Joisf Pro' and TJ-Pro'> are trademarks of Trus .Joist J-4 'ANXtycrhaciiscr Business TJ-3eam? 6 20 Sena! Number 700S104S94 11 7/8" TJI?/Pro(TM)-150 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -12'6" Product Diagram is Conceptual LOADS Analysis is for a Joist Member Primary Load Group - Residential - Living Areas (psf) 40 0 Live at 100 % duration 120 Dead Vertical Loads Type Class Live Dead Location Application Comment Umform(plf) Floor(100) 800 410 OTo12'6" Replaces SUPPORTS 1 Parallam PSL Beam 2 Parallam PSL Beam Input Bearing Vertical Reactions (Ibs) Ply Depth Width Length Live/Dead/UpliftfTotal 350" Hanger 500/256/0/756 N/A 350" Hanger 500/256/0/756 N/A N/A N/A Nailing Depth N/A N/A -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s) H1 Top Mount Hanger HANGERS No Manufacturer Selected Support 1 H1 Top Mount Hanger 2 H1 Top Mount Hanger Detail Other H1 Top Mount Hanger None H1 Top Mount Hanger None Model NONE FOUND NONE FOUND Slope 0/12 0/12 Skew 0 0 Reverse Flanges N/A N/A Top Flange Offset N/A N/A Top Flange Slope N/A N/A Support Wood Species N/A N/A DESIGN CONTROLS Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 721 721 2148 Design -721 721 2148 0130 0196 53 Control Control Location 1420 Passed (51%) Rt end Span 1 under Floor loading 1495 Passed (48%) Bearing 2 under Floor loading 3765 Passed (57%) MID Span 1 under Floor loading 0 397 Passed (L/999+) MID Span 1 under Floor loading 0 596 Passed (L/730) MID Span 1 under Floor loading 30 Passed Span 1 -Deflection Criteria Specified(LL L/360 TL L/240) -Allowable moment was increased for repetitive member usage -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(Lu) All compression edges (top and bottom) must be braced at 3' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability PROJECT INFORMATION OPERATOR INFORMATION Sue Liao SL Consulting Engineers 12521 Carmel Canyon Road San Diego CA 92130 Phone (858)259-3776 Fax (858)259-3848 sue!iao@earthlink net Copyright: '' 2005 by TfUfi Joist a Weyerhaeuser Business TJI'1 TJ-BeanP and ParaHam0 are registered trademarks of Trus Joist e-I Joist? Pro0 find T.J-Pro7 are trademarks of Trus Joist C \CALCULATICNS\2005\Marcy Ke eN J-4 sms S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. T-5 Ixf? M- \/ A = (7, u 5Fi 0,10' \/ 4] 7 7 £ SL Consulting Engineers 12521 Carmel Canyon Road Sarr Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net r~Rev~580b66" User KW-0604855 Vef 5 8 0 1-Oec 2003 I (0)1963-2003 ENERCALC Engineering Software Timber Beam & Joist 05011 ecw lower roof framing Descnption J-52x12@16"oc Ref- ig97/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined kI Timber Member Information >5 Timber Section Beam Width Beam Depth Le Unbraced Length Timber Grade Fb * Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status in in ft psi psi ksi 2x12 1500 11250 200 Douglas Rr Larch (North), 8250 950 16000 1000 Sawn Repetitive I Center Span Data Span Dead Load Live Load ft| #rftl #ffij 850 2000 5300 i Cantilever Span [Results Ratio :03825 Span ft 200 Uniform Dead Load #/ftl 20 00 Uniform Live Load #/ft 53 00 Point #1 DL Ibs 27700 LL Ibsj 53 00 @X ft 2000 Mmax @ Center@x = Mmax @ Cantilever fb Actual Fb Allowable fv Actual Fv Allowable m-k ft m-k psi psi psi psi 475 330 -967 3057 9263 Bending OK 363 950 Shear OK I Reactions @ Left End DL LL Max DL+LL @ Right End DL LL Max DL+LL Ibs Ibs Ibs Ibs Ibs Ibs 1512 22525 24037 47188 40919 881 07 Deflections Ratio OK Center DL Defi UDefl Ratio Center LL Deft L/Defl Ratio Center Total Defi Location L/Defl Ratio Cantilever DL Deft Cantilever LL Defi Total Cant Deft L/Defl Ratio in mi in ft 0009 114331 -0022 46662 -0014 3706 71877 -0019 0008 -0011 42664 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. 3 1 *|o7lf PJF / t'- I x t x t -V /\ PRODUCT W1 iSino* SIWBI205-1 IP SL Consulting Engineers 12521 Carmel Canyon Road San-Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail' sueliao@earthlink net r "Rev'TsOOiM User KW-0604855 VerSS 0 1-Oec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw tower roof framing Description BM-15PSL 5 1/4X14 CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined^! General Information Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Prtlm 525x140 5 250 in 14000m Manuf/So Pine 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 1300ft ft ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 2 000 0 ksi Lu Lu Lu 133ft 000ft 000ft Full Length Uniform 1 Center Left Cantilever Right Cantilever Point Loads .oads DL DL DL 571 00 #/ft #/ft #ffi LL LL LL 51600 W. ft/ft#m I Dead Load 1 590 0 Ibs Live Load 724 0 Ibs distance 2 500 ft f~ Summary Span= 13 00ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1815 49 psi Fb 2 894 02 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft = 5 250m x Depth = 14 in 0629 1 25 9 k-ft 41 4 k-ft 25 95 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 41 36 fv 182 34 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 6084ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 500 k 402k 1 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 134 k 21 3 k 893k 751k 0000 in 0272m 0000 m 893k 751k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center @Left @ Right Dead Load -0182m 6344ft 8589 Defl) 0 272 in 0 000 in 0 000 in Total Load -0 333 in 6396ft 46870 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total 1 oad 0000 in 00 0000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Rsv 580004 User KW-0604855 Ver 5 8 0 1-Oec 2003 (c)1383-2003 ENERCALC Engineering Software General Timber Beam 05011 ec« lower roof framing Descnption BM-16 PSL 5 1/4X14 General Information CodeRef 1997/2001 NOS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Prllm 525x140 Center Span 1200ft Lu 000ft Beam Width 5 250 in Left Cantilever ft Lu 0 00 ft Beam Depth 14000m Right Cantilever ft Lu 000ft Member Type Manuf/So Pine Truss Joist - MacMillan Parallam 2 OE Load Our Factor 1 000 Beam End Fixity Pm-Pm Fb Base Allow Fv Allow Fc Allow E 2 900 0 psi 290 0 psi 650 0 psi 20000ksi I Full Length Uniform Loads J Center DL Left Cantilever DL Right Cantilever DL 375 00 #/ft LL#m LL #/ft LL 40000 #/ftm #/ft Point Loads Dead Load 5 0880 Ibs Live Load 3 997 0 Ibs distance 10000ft 1 Summary ^WSBBfiffi'jC'WSSSir-ilBWyjdWJWiJ ! •MkMW Mi Span= 12 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1715 27 psi Fb 2 900 00 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft 5250mx Depth = 14 in 0860 1 24 5 k-ft 41 4 k-ft 24 51 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 4145 fv 249 40 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 7968ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 310 k 649k 15 @Left @ Right @Left @ Center @ Right Max Max Beam Design OK 183 k 213 k 616k 1222k 0000 in 0205m 0000m 6 1Sk 122>k ' Deflections Center Span Deflection Location Lengtrt/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 137 m 6384ft 1 051 4 Defl) 0 205 in 0 000 in 0 000 in Total Load -0 265 in 6336ft 54353 Left Cantilever Deflection Length/Deft Right Cantilever Deflection Length/Deft Dead Load 0 000 m 00 0 000 in 00 Total I oad 0000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. p. \/ R-T-11(6-2 "t g» M (x P, 1C. PflODUa 2M-1 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net F-ff i "Rev" 580006 i User KW-0604855 Ver 5 8 0 1 Dec-2003 I (c)1983-2003 ENERCALC Engineering Software Steel Beam Design 05011 ecM lower roof framing Description BM-17 W18x40 Camber = 3/8" j General Information Steel Section W18X40 Center Span Left Cant Right Cant Lu Unbraced Length i Distributed Loads # 1 DL 0063 LL 0 053 ST Start Location End Location 28 000 2800ft 000ft 000ft 1 33ft Code Ref AISC 9th ASD 1997 UBC Fy Pinned-Pmned Load Duration Factor Bm Wt Added to Loads Elastic Modulus LL & ST Act Together 2003 IBC 2003 NFPA 5000 | SOOOksi 1 00 29 000 G ksi Note* Short Term Loads Are WIND Loads | #2 0100 13000 28000 #3 #4 #5 #6 #7 k/ft Wft i</ft ft ft Point Loads Note' Short Term Loads Are WIND Loads lij Dead Load Live Load Short Term Location #1 6490 5731 13000 #2 2576 3920 19000 #3 0547 0450 21 000 #4 #5 1 307 0770 26000 #6 #7 It k It ft Summary fj SBM&EWigAifrjjMMWIHmaaiid-.yaBBaEEM Using W1 8X40 section Span = 28 00ft Fy=500ksi End Fixity = Pmned-Pinned Lu = 1 33ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 137 788 k-ft 24 173 ksi 0733 1 16042k 2 845 ksi 0142 1 Allowable 188 100 k-ft 33 000 ksi 112770k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 996 in Length/DL Defl 627 8 1 Length/(DL+LL Den) 337 3 1 Force & Stress Summary «- These columns are Dead Max M + Max M- Max M @ Left Max M@ Right Shear @ Left Shear @ Right Center Deft Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 137 79 k-ft 11 62k 1604k -0996 m 0000 m 0 000 m 0000ft 11 62 1604 DL Only 7419 -000 638 893 -0535 0000 0000 0000 638 893 LL &. Center 13779 -000 1162 1604 -0996 0000 0000 0000 1162 1604 LL+ST ig> Center -0996 0000 0000 0000 1162 1604 + Live Load placed as noted -» LL &>. Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-1,K*Lfr<Cc I Beam Passes Table B51, Fb per Ea F1-1, Fb = 0 66 Fy SL Consulting Engineers 12521 Carmel Canyon Road SaR Diego, CA92130 P (858)259-3776 f (858)259-3848 E-mail sueliao@earthlink net i "Rev 5800M ! User KW-0604855 Ver 5 8 0 1-Oec-2003 ! (c)1983-2003 ENERCALC Engineering Software Steel Beam Design 05011 ec* lower roof framing Descnption BM-18 W18x35 Camber=3/8" ! General Information Steel Section W18X35 Center Span Left Cant Right Cant Lu Unbraced Length ! Distributed Loads #1 DL 0 063 LL 0 053 ST Start Location End Location 28 000 ! Point Loads #1 Dead Load 1 826 Live Load 2 090 Short Term Location 8 300 2800ft 000ft 000ft 133ft #2 #2 5656 8400 19000 Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 5000 B •Fy 50 OOksi Pinned-Pmned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 290000KSI LL & ST Act Together Note" Short Term Loads Are WIND Loads |j #3 #4 #5 #6 #7 kffi km Wft ft ft Note' Short Term Loads Are WIND Loads jg #3 #4 #5 #6 #7 k l< k ft | Summary | Using W1 8X35 section Span = 28 00ft Fy = 500ksi End Fixity = Pmned-Pinned Lu = 1 33ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 109011 k-ft 22711 ksi 0688 1 12813k 2413 ksi 0121 1 Allowable 158400 k-ft 33 000 ksi 106200k 20 000 ksi y Beam OK Static Load Case Governs Stress Max Deflection -0 932 in Length/DL Defl 7996 1 Length/(DL+LL Defl) 360 4 1 i Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 10901 k-ft 939k 1281k -0 932 m 0000 m 0000 m 0000ft 939 1281 DL Only 4773 447 575 -0420 0000 0000 0000 447 575 LL &. Center 10901 939 1281 -0932 0000 0000 0000 939 1281 LL+ST ©. Center -0932 0000 0000 0000 939 1281 LL <3> Cants 0000 0000 0000 0000 LL-t-ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0000 in 0 000 in k k Fa calc'd per Eq E2 1 K*L/r < Cc I Beam Passes Table B5 1, Fb per Eq F1 -1 Fb = 0 66 Fy S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. CALCULATED BY_ SC.Al F DATE. DATE. a Lk i /\ /X M-n ranniITT 7IU 1 c«ii.cti—trii SL Consulting Engineers 12S21 Carmel Canyon Road Sara Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlink net Rev 560004 User KW-O60485S Ver 5 8 0 1-Dec 2003 (c)1983-2003 ENERCALC Engineenng Software General Timber Beam 05011 ecu tower roof framing Oescnption BM-19PSL31/2X14 CodeRef 1997/2001 NOS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined jjGeneral Information Section Name Prtlm Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 3 5x14 0 3500m 14000m Manuf/So Pine 1000 Pin-Pin Center Span 11 00ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan Parallam 2 OE Fb Base Allow 2 900 0 psl Fv Allow 290 0 psi Fc Allow 650 0 psi E 2 000 0 ksi Lu Lu Lu 1 33 ft 000ft 000 ft I i.. ri Full Length Uniform Loads j Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load distance DL DL DL 650 0 Ibs 520 0 Ibs 6500ft 432 00 #/ft #/ft #/ft LL LL LL Ibs Ibs Ibs Ibs 0000ft 0000ft 21600 Ibs Ibs 0000ft #/ft #/ft m Ibs Ibs Ibs Ibs 0000ft 0000ft HBasamJ Ibs Ibs 0000ft I Summary |Beam Desian OK Span= 11 00ft Beam Width = 3 500m x Depth = 14 in Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 323 52 psi Fb 2 885 90 psi 0459 1 12 6 k-ft 27 5 k-ft 12 61 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 2750 fv 107 57 psi Fv 290 00 psi Maximum Shear * 1 6248ft 1 1 000 ft Reactions LeftDL Right DL Allowable Shear Camber 264 k 276k 5 ©Left @ Right ©Left @ Center @ Right Max Max ** 53 k 142 k 404k 426k 0000 in 0 161m 0000m 404k 4215k i Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * 0 L @ Center @Left @ Right Dead Load -0 107 in 5544ft 1 2283 Defl) 0 161 in 0 000 in 0000 in Total Load -0 167 in 5544ft 79149 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0 000 in 00 Total 1 oad 0 000 in 00 0 000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road Sap Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlink net Rev 580004 User KW-0604855 Var 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecn» tower roof framing Description BM-20 PSL 7X14 I General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Prilm 70x140 7 000 in 14000m Manuf/So Pine 1000 Pin-Pin Center Span 9 50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMtllan Parallam 2 OE Fb Base Allow 2 900 0 psi Fv Allow 290 0 psi Fc Allow 650 0 psi E 2 000 0 ksi Lu Lu Lu 133ft 000ft 000ft j Fuil Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 260 00 #/ft ft/ft ft/ft LL LL LL 56000 #m m. m. Point Loads Dead Load Live Load distance 1 1 899 0 Ibs 8 404 0 Ibs 3670ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs 0000ft a Summary | Span= 9 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 2 854 17 psi Fb 2 896 69 psi = 7 OOOin x Depth = 14 in 0985 1 544kft 55 2 k-ft 54 39 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 5520 fv 250 33 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 3686ft 9500ft Reactions LeftDL Right DL Allowable Shear Camber 854 k 583k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 245 k 284 k 1635k 11 74k 0000 in 0163m 0000 m 1635k 1174k i Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 122 in 4484ft 9352 Defl) 0183m 0000 m 0 000 in Total Load 0 229 in 4484ft 49682 Left Cantilever Deflection Length/Deft Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. P. a t. = (1 t l^fjfx PL Xs"A SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net [ Rev 580006 User KW-0604855 VefSSO 1-Oec-2003 Steel Beam Design 05011 ecy lower roof framing Descnption BM-21W18X50 Camber = 3/8" i General Information Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 5000 Steel Section W18X50 Center Span Left Cant Right Cant Lu Unbraced Length 2800ft 000ft 000ft 1 33ft Pinned-Pmned BmWt Added to Loads LL&ST Act Together Fy Load Duration Factor Elastic Modulus 50 OOksi 1 00 290000ksi ! Distributed Loads Note! Short Term Loads Are- WIND Loads DL LL ST Start Location End Location #1 #2 #3 #4 0073 0053 28000 #5 #6 #7 k/ft k/ftk/ft ft ft Point Loads Note' Short Term Loads Are WIND Loads Dead Load Live Load Short Term Location #1 8537 7818 17250 #2 #3 #4 6947 6570 19000 #5 #6 #7 k k k ft La Summary g ni^ii|p^ia->gt^!H.^v*utt^jjK!ayicc^sB| Using W1 8X50 section Span = 28 00ft Fy = 50 Oksi End Fixity = Pinned-Pmned Lu = 1 33ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 199554k-ft 26 936 ksi 0816 1 21 711 k 3 400 ksi 0170 1 Allowable 244 475 k-ft 33 000 ksi 127 729 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -1 009 in Length/DL Defl 619 7 1 Length/(DL+LL Defl) 5329 1 i Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M@ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 199 55 k-ft 1309k 2171k -1 009 m 0000 m 0 000 in 0000ft 1309 21 71 DL Only 10644 723 1169 -0542 0000 0000 0000 723 1169 LL <8>. Center 19955 1309 21 71 -1 009 0000 0000 0000 1309 21 71 LL+ST <8t Center -1009 0000 0000 0000 1309 21 71 LL @ Cants 0000 0000 0000 0000 LL-t-ST &. Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 m k k Facalc'dperEq E2-1 K*L/r<Cc I Beam Passes Table 851 Fb per Eq F1-1 Fb = 0 66 Fy SL Consulting Engineers 12521 Carmel Canyon Road Sao Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net ~~Rev~580664 User KW-0604855 Ver580 1-0ec-2003 (e) 1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw lower roof framingJ| Description BM-22 PSL 5 1/4X14 j General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Section Name Prtlm Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity 5 25x14 0 5250m 14 000 in Manuf/So Pine 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 11 50ft ft ft Parallam 2 OE 29000psi 290 0 psi 650 0 psi 20000ksi Lu Lu Lu 133ft 000ft 000ft i Full Length Uniform Loads J Center DL Left Cantilever DL Right Cantilever DL 52000#/ft #/ft LL LL LL 19500 #/ft #/ft #/ft ! Point Loads 1 Dead Load 854 0 Ibs Live Load 2 975 0 Ibs distance 7 500 ft Ibs Ibs 0000ft Ibs Ibs 0000ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft Summary | ^JSBtfS^MgJglin^LLlUy^M^'ISiButESB Span=1150ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 449 34 psi Fb 2 894 02 psi Beam Design OK = 5 250m x Depth = 14 in 0501 1 20 7 k-ft 41 4 k-ft 20 71 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 41 36 fv 134 87 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 7498ft 11 500 ft Reactions LeftDL Right DL Allowable Shear Camber 329 k 355k 1 5 @Left @ Right @Left @ Center @ Right Max Max 99 k 21 3 k 544k 661k 0000 in 0153m 0000 m 544k 661k | Deflections § Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 102 in 5842ft 1 3491 Deft) 0 153 in 0 000 in 0000 in Total Load -0194 in 5934ft 711 85 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 in 00 0,000 in 00 Total L oad 0 000 in 00 0000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. XI A=u t= /\ SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlmk net ReV" 580004 Usar KW-0604855 Ver 5 8 0 1-Oac 2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 era tower roof framing Description BM-23PSL7X14 : General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables aire user defined Section Name Prllm Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 7 0x14 0 7 000 in 14000m Manuf/So Pine 1 000 Pm-Pm Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 750ft ft ft Parallam 2 OE 2 900 0 psi 2900psi 6500 psi 2 000 0 ksi Lu Lu Lu 000ft 000ft 000 ft j Full Length Uniform I Center Left Cantilever Right Cantilever .oads DL DL DL 486 00 #/ft #ffi #/ft LL LL LL "- ' ' — ~"___J 72000 #ffi ft/ft #/ft Point Loads Dead Load 9 616 0 Ibs Live Load 9 299 0 Ibs distance 3 250 ft | Summary 1 Span=750ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 2 259 22 psi Fb 2 900 00 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft 7 OOOin x Depth = 14 in Ends are Pin-Pin 0804 1 43 1 k-ft Maximum Shear * 55 3 k-ft 43 05 k-ft at 3 240 ft 0 00 k-ft at 0 000 ft 000 k-ft 000 k-ft 55 26 Reactions fv 233 28 psi Left DL Fv 290 00 psi Right DL Allowable Shear Camber 727 k 599k 1 5 §Left Right @Left @ Center @ Right Max Max Beam Design OK 229 k 284 k 1524k 1272k 0000 in 0083 in 0000 in 1524k 127?k Deflections Center Span Deflection Location Length/Defi Camber ( using 1 5 * D L @ Center ©Left ©Right Dead Load -0 055 in 3630ft 1 6261 Defl) 0 083 in 0000 in 0 000 in Total Load -0114m 3630ft 78658 Left Cantilever Deflection Length/Deft Right Cantilever Deflection Length/Deft Dead Load 0 000 in 00 0 000 in 00 Total t oad 0 000 in 00 0000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlink net" ...... User KW-0604855 VefSBO 1 -Dec 2003 (c)1 983-2003 ENERCAIC Engineering Software General Timber Beam 05011 acw lower roof framing Oescnption BM-24 PSL 5 1/4x14 General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined j Section Name Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Prilm 525x140 5250m 14000m Manuf/So Pine 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 850ft ft ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 20000ksi Lu Lu Lu 133ft ooon 000 ft ! Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 473 00 #/ft #/ft m LL LL LL 84000 #Ht #/ft #/ft Summary | BITiriBi'itfflfllllHf^fii^r ^Vii/lHI imTHTlM Span=850ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow ft> 829 72 psi Fb 2 894 02 psi Beam Design OK = 5 250m x Depth = 14 in 0393 1 119k-ft 41 4 k-ft 1 1 86 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 4136 fv 113 88 psi Fv 290 00 psi Ends are Pin Pin Maximum Shear * 1 4250ft 8 500 ft Reactions LeftDL Right DL Allowable Shear Camber 201 k 201 k 5 ©Left @ Right @Left @ Center @ Right Max Max 84 k 213 k 558k 558k 0000 in 0035 in 0000 m 553k 558k ! Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 023 in 4250ft 44084 Defl) 0 035 in 0 000 in 0000 in Total Load -0064m 4250ft 1 58811 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. - WFxio' A - [W* 60- R-T- * "Mo-8 Rr P80DUCI204-1 (Singte Steels) 2C5-1 IPidded) SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@earthlmk net " Rev 580006 User KW-0604855 Ver 5 8 0 1-Oec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design 05011 9c«r lower roof framing Description BM-25W18x35 i General Information Steel Section W18X35 Center Span Left Cant Right Cant Lu Unbraced Length Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 5000 | 21 50ft 000ft 000ft 133ft Fy 50 OOksi Pmned-Pinned Load Duration Factor 1 00 Bm Wt Added to Loads Elastic Modulus 29 000 0 ksi LL&ST Act Together | Distributed Loads Note! Short Term Loads Are WIND Loads j DL LL ST Start Location End Location #1 0073 0053 21 500 #2 #3 #4 0150 10500 #5 #6 #7 Wft k/ft It/ft ft It Point Loads Note' Short Term Loads Are WIND Loads Dead Load Live Load Short Term Location #1 #2 9282 11 539 10500 #3 #4 #5 #6 #7 !• t k ft ^tfM^jj^hf^saa^^isaa^fg^MK'^g^^K g| I Summary | Using W1 8X35 section Span = 21 End Fixity = Pmned-Pinned Lu = 1 Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 50ft Fy = 500ksi 33ft LDF = 1 000 Actual 125297 k-ft 26 104 ksi 0791 1 13 574 k 2 556 ksi 0128 1 Allowable 158400 k-ft 33 000 ksi 106200k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 579 in Length/DL Defl 9117 1 Length/(DL+LL Defl) 4455 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 125 30 k-ft 1357k 1228k -0579 m 0000 in 0000 in 0000ft 1357 1228 DL Only 6030 710 608 -0283 0000 0000 0000 710 608 LL &. Center 12530 1357 1228 -0579 0000 0000 0000 1357 1228 LL+ST @ Center -0579 0000 0000 0000 1357 1228 LL @ Cants 0000 0000 0000 0000 LL+ST (9>. Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table 851, Fb per Eq F1-1 Fb = 0 66 Fy SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail suejiao@earthlink^net ""Rev~~580006 User KW-0604S5S Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design OS011 eat lovref roof framing Description BM-26W18x35 General Information Code Ref AISC 9th ASD 1997 UBC 2003 IBC 2003 NFPA 5000 Steel Section W18X35 Center Span Left Cant Right Cant Lu Unbraced Length 1700ft 000ft 000ft 133ft Pinrted-Pinned Bm Wt Added to Loads LL&ST Act Together Fy Load Duration Factor Elastic Modulus 50 OOksi 100 29 0000 ksi Distnbuted Loads Note' Short Term Loads Arp WIND Loads DL LL ST Start Location End Location #1 0162 0120 9300 #2 #3 #4 #5 #6 0352 0380 9300 17000 #7 k/ft k/ft !</ft ft ft ! Trapezoidal Loads Note* Short Term Loads Are WIND Loads #1 DL @ Left DL @ Right ! Point Loads « Dead Load Live Load Short Term Location 0174 3719 3273 9300 LL @ Left LL @ Right #2 6360 5220 10800 0096 #3 1 367 0609 11600 ST @ Left ST @ Right #4 #5 2136 1 004 14400 km k/ft Note! Start 9 300 ft End 17000ft Short Term Loads Are WIND Loads k #6 #7 k k k fi Summary | iAii i'ii^jp^HBBpyiEffl^HM!y^y.'!HJI{jpfli Using W1 8X35 section Span = 17 00ft Fy=500ksi End Fixity = Pmned-Pinned Lu = 1 33ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 101 491 k-ft 21 144 ksi 0641 1 21 447 k 4 039 ksi 0202 1 Allowable 158 400 k-ft 33 000 ksi 106 200 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 315 in Length/DL Defl 1 1'j5 1 1 Length/(DL+LL Defl) 648 6 1 L1Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 101 49 k-ft 1213k 2145k -0315 m 0000 m 0 000 in 0000ft 1213 2145 DL Onjy 5688 -000 687 1219 -0177 0000 0000 0000 687 1219 LL @ Center 10149 -000 1213 2145 -0315 0000 0000 0000 1213 2145 LL+ST @ Center -0315 0000 0000 0000 1213 2145 LL (SCants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0000 in 0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-1 K*L7r<Cc I Beam Passes Table 851,Fb per Eq F11,Fb = 066Fy S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF- CALCULATED BY_ CHECKED BY SCALE DATE. DATE. P.p p 11 . A / A- 0, /^ PRODUCT 2M-1 ISimleShKlsl 295-1 IPlMMI SL Consulting Engineers 12521 Carmel Canyon Road Sad Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net _ ,™Re\T ssiXKW ! User KW-0604855 VerSSO 1-Oec-2003 { (c)1983-2003 ENERCALC Engineenng Sonware Steel Beam Design 05011 eon tower roof framing Description BM-27W18X35 i General Information Steel Section W18X35 Center Span Left Cant Right Cant Lu Unbraced Length 21 00ft 000ft 000ft 1 33ft Code Ref Pinned-Pmned Bm Wt. Added to Loads LL & ST Act Together AISC9thASD 1997UBC Load Duration Factor Elastic Modulus 2003 IBC 2003 NFPA 5000 jj 50 OOksi 100 29 0000 ksi i Distributed Loads Motel Short Term Loads Are WIND Loads | DL LL ST Start Location End Location #1 0063 0053 21 000 #2 #3 #4 0123 0053 9800 21 000 #5 #6 #7 It/ft kffi km ft ft j Point Loads Note) Short Term Loads Are WIND Loads | Dead Load Live Load Short Term Location #1 2010 3570 9800 #2 #3 5832 5906 10300 #4 #5 #6 #7 V k k fl Summary | ^i*jy>^i^i!fc^a^A^JJ^ly^|3iXiyffl4aB^I Using W1 8X35 section Span = 2 End Fixity = Pinned-Pmned Lu = Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 1 00ft Fy = 50 Oksi 1 33ft LDF = 1 000 Actual 102 977 k-ft 21 453 ksi 0650 1 11 392k 2 145 ksi 0107 1 Allowable 158 400 k-ft 33 000 ksi 106 200 k 20 000 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 463 in Length/DL Defl 1 1174 1 Length/(DL+LL Defl) 5444 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 102 98 k-ft 1107k 11 39k -0463 m 0000 in 0 000 in 0000ft 11 07 11 39 DL Only 4970 -000 544 584 -0226 0000 0000 0000 544 584 LL (3! Center 10298 -000 1107 11 39 -0463 0000 0000 0000 11 07 11 39 LL-t-ST <85 Center -0463 0000 0000 0000 11 07 11 39 LL <3> Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0000 in 0 000 in 0 000 m 0000 in k k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table 851 Fb per Eq F1-1, Fb = 0 66 Fy SL Consulting Engineers 12521 Cannel Canyon Road San Diego, CA92130 P (858)259-3776 f (858)259-3848 E-mail sueliao@earthlmk net Rev 580004 User KW-0604855 Ver 5 8 0 1 -Dec 2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ec* lower n»f framing Description BM-28 PSL 5 1/4x14 General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined | Section Name Pi Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity ! Full Length Uniform Center Left Cantilever Right Cantilever rltm 525x140 5 250 in 14 000 in Manuf/So Pine 1 000 Pin-Pin Loads DL DL OL Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 385 00 #m LL #/ft LL m LL 1600ft Lu 133ft ft Lu 0 00 ft ft Lu 0 00 ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 20000ksi __J 56000 #ffi #/ft #m 1 Summary B Span= 16 00ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 2 115 92 psi Fb 2 894 02 psi = 5 250m x Depth = 14 in 0731 1 302 kft 41 4 k-ft 30 24 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 4136 fv 154 29 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 8000ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 308 k 308k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 11 3 k 213 k 756k 756k 0000 in 0355m 0000m 756k 75()k ! Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 236 in 8000ft 8120 Defl) 0 355 in 0 000 in 0 000 in Total Load -0 580 in 8000ft 33083 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0000 in 00 Total Load 0 000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 10= 60 u- l+'-o PRODUCT 2W-; (Single SlHB) 205-1 (Psd«d) SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net "Rev "580004 User KW-0604BSS Ver 5 8 0 1 -Oec-2003 (c) 1983-2003 ENERCALC Engineering Software General Timber Beam 05011 ecw tower roof framing Descnption BM-29 PSL 5 1/4x14 ; General Information CodeRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined jj n Section Name Prtlm 5 25x14 0 Beam Width 5 250 in Beam Depth 14000m Member Type Manuf/So Pine Load Our Factor 1 000 Beam End Fixity Pin-Pin I Full Length Uniform Center Left Cantilever Right Cantilever Loads DL DL DL Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 36800#/ft LL #/ft LL #/ft LL 1400ft Lu 133ft ft Lu 0 00 ft ft Lu 0 00 ft Parallam 2 OE 2 900 0 psi 290 0 psi 650 0 psi 2 000 0 ksi j 56000 #m ft/ft m. I Summary | Mpffin^BSMJflBigaeEiiBiBBMBIMRHIM ft *q Span= 14 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 1 590 86 psi Fb 2 894 02 psi 5 250m x Depth = 14 in 0550 1 22 7 k-ft 41 4 k-ft 22 74 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 41 36 fv 13257psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 7000ft 14 000 ft Reactions LeftDL Right DL Allowable Shear- Camber 258 k 258k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 97 k 21 3 k 650k 650k 0000 in 0 199 in 0000 m 650k 650k Deflections Center Span Dead Load Total Load Deflection -0132m -0334m Location 7000ft 7000ft Length/Defl 1 2681 502 89 Camber ( using 1 5 * D L Defl ) ©Center 0199m @ Left 0 000 in @ Right 0 000 m Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0000 m 00 0 000 in 00 Total Load 0 000 in 00 0000 in 00 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail saetiao@earthlmk net ;' "~Riv~5iOM4 I User KW-0604855 V»580 1-Dec-2003 ! (c)1983-2003 ENERCALC Engineenng Software General Timber Beam 05011 scwlowei roof framing Description BM-30 PSL 3 1/2x14 General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are usar defined Section Name Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Prtlm 35x140 3 500 in 14000m Manuf/So Pine 1 000 Pin-Pin Center Span 11 00 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan Parallam 2 OE Fb Base Allow 2 900 0 psi Fv Allow 290 0 psi Fc Allow 650 0 psi E 2 000 0 ksi Lu Lu Lu 1 33ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 332 00 #/ft#m m LL LL LL 38000 #/ft #ffi#/n Summary f ^'Wg^^^Bi>^.i!3!/j^^lSN8teg3iKg)ffJi^ Span= 11 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 130 27 psi Fb 2 885 90 psi Beam Design OK 3 500m x Depth = 14 in 0413 1 108k-ft 27 5 k-ft 1077k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 2750 fv 119 88 psi Fv 290 00 psi Ends are Pin-Pin Maximum Shear * 1 5500ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 183 k 183k 5 ©Left @ Right ©Left @ Center @ Right Max Max 59 k 142 k 392k 392k 0000 in 0 102 in 0000 m 392k 392k i Deflections Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left ©Right Dead Load -0068m 5500ft 1931 9 Defl) 0 102 in 0 000 in 0 000 in Total Load -0 147 in 5500ft 90085 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 m 00 0000 in 00 Total Load 0 000 in 00 0 000 in 00 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB, SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. AlLo i^tyoo p3 P LOCATION I POST tboo* 4x4 HT (blbo PRODUCT 2041 CJi** Shuts] 205-1 i?i*e<i JOB S L CONSULTING ENGINEERS // 12521 CARMEL CANYON ROAD SHEET NO L* OF_ SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE (858) 259-3776 CHECKED BY DATE. SCALE. 55! (Kf*l-l*,b iV P-i 8 P-I P-l JOB S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SHEETNO ^ OF. SAN DIEGO, CALIFORNIA 91230 CALCULATED BY DATE (858) 259-3776 CHECKED BY DATE . SCA1F IP P-I' (0&b I'^i?1 $& ?- P-l P-/ 4V P-I *'-&' p-t yv« dCMH S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB_ SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. FLH5H P-l It" (3 ft' C , 151 PflODUCT 204-1 (Sun* Shtelsl TOM iP SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@san IT com Rav 560004 User KW-0604855 Ver580 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Software Timber Column Design 05011 ecw lower roof framing Description POST 2-2X6 General Information Wood Section Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn •deRef 1997/2001 NDS 2000/2003 I BC 2003 NFPA 5000 Base allowables are user defined MH 2-2x6 Total Column Height 10 00 ft Load Duration Factor 1 00 5 50 in Fc 1 400 00 psi 300m Fb 82500psi E Elastic Modulus 1 600 ksi Douglas Fir - Larch (North) No 1/ Unbraced length for 'y-y' axis sideways deflection 10 00 ft Unbraced length for "x-x" axis sideways deflection 0 00 ft Lu XX for Bending 0 00 ft rLoads Axial Load Eccentricity 0000 in Dead Load 1 53600lbs Live Load 652 00 Ibs Short Term Load 0 00 Ibs Column OK Using 2-2x6, Width= 3 OOin, Depth= 5 50m, Total Column Ht= 10 00ft DL + LL PL + LL + ST fc Compression 13261psi 13261psi Fc Allowable 820 91 psi 820 91 psi fbx Flexural F'bx Allowable Interaction Value 0 00 psi 1 072 42 psi 01615 0 00 psi 1 072 42 psi 01615 DL + ST 93 09 psi 820 91 psi 0 00 psi 1 072 42 psi 01134 I Stress Details Fc X-X Fc Y-Y F'c Allowable F'c Allow * Load Dur Factor Fbx Pbx * Load Duration Factor 1 540 00 psi 820 91 psi 82091 psi 820 91 psi 1 072 42 psi 1 072 42 psi For Bending Stress Calcs Max k*Lu / d 50 00 Le Bending 0 00 fl (Lu-xx * NDS Table 333 factor) Rb (Le d / bA2)A 5 1 000 Mm Allow k*Lu / d 11 00 Cf Bending 1 300 For Axial Stress Calcs Cf Axial 1 100 Axjal X-X k Lu / d 0 00 Axial Y-Y k Lu / d 21 82 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suehao@san rr com Rev 580004 User KW-0604855 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Timber Column Design 05011 ecw UPPER ROOF FRAMING Description POST 4X6 i General Information Wood Section Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn ideRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables aie user defined 4x6 Total Column Height 1000ft Load Duration Factor 1 00 5 50 in Fc 100000psi 350in Fb 120000psi E Elastic Modulus 1 600 ksi Douglas Fir - Larch (North) No 1 Unbraced length for "y-y axis sideways deflection 1 0 00 Unbraced length for x-x" axis sideways deflection 0 00 Lu XX for Bending 000 ft ft n i Loads Axial Load Dead Load 1 536 00 IDS Live Load 652 00 Ibs Short Term Load 0 00 Ibs Eccentricity 0 000 in L^^^^UUsing 4x6, Width= 3 fc Compression Fc Allowable fbx Flexural F'bx Allowable Interaction Value Stress Details Fc X-X Fc Y-Y Fc Allowable Fc Allow * Load Dur Factor Fbx F bx * Load Duration Factor •n , ^- J \, 1 i 50in, Depth= 5 50m, Total DL + LL 11366psi 726 19 psi 0 00 psi 1 559 83 psi 01565 1 10000 psi 726 19 psi 726 19 psi 726 19 psi 1 559 83 psi 1 559 83 psi i i / n Column Ht= 10 00ft DL + LL + ST 113 66 psi 726 19 psi 000 psi 1 559 83 psi 01565 For Bending Stress Calcs Max k*Lu / d Le Bending Column OK DL + ST 79 79 psi 726 19 psi 0 00 psi 1 559 83 psi 01099 § 5000 000ft (Lu-xx * NDS Table 333 factor) Rb (Led/bA2)A5 Mm Allow k*Lu / d Cf Bending For Axial Stress Calcs Cf Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 1000 11 00 1 300 1 100 000 2182 SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail suehao@san rr com Rev 580004 User KW-0604855 VerSBO 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software Timber Column Design 05011 ecw UPPE* ROOF FRAMING Description POST 6X6 General Information Wood Section Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn ideRef 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined "^ 6x6 total Column Height 1000ft Load Duration Factor 1 00 5 50 in Fc 1 000 00 psi 5 50 in Fb 120000psi E - Elastic Modulus 1 600 ksi Douglas Fir - Larch (North) No 1 Unbraced length for "y-y" axis sideways deflection Unbraced length for x-x" axis sideways deflection Lu XX for Bending 1 Loads Axial Load Eccentncity 0000 in 1000ft 000ft 000 ft Dead Load 1 536 00 Ibs ___J Live Load Short Term Load 652 00 Ibs 0 00 Ibs | Summary | Using 6x6,Width= fc Compression Fc Allowable fbx Flexural F'bx Allowable Interaction Value 5 50m, Depth= 5 50m, DL + LL 72 33 psi 693 84 psi 0 00 psi 1 200 00 psi 01042 Total Column Ht= 10 00ft DL + LL + ST 72 33 psi 693 84 psi 0 00 psi 1 200 00 psi 01042 Column OK DL + ST 50 78 psi 693 84 psi 0 00 psi 1 200 00 psi 00732 Stress Details Fc X-X Fc Y-Y F c Allowable F c Allow * Load Dur Factor F bx F bx * Load Duration Factor 1 000 00 psi 693 84 psi 693 84 psi 693 84 psi 1 200 00 psi 1 200 00 psi For Bending Stress Calcs Max k*Lu / d 50 00 Le Bending 0 00 fl (Lu-xx 'NDS Table333 factor) Rb (Le d / bA2)A 5 1 000 Mm Allow k*Lu / d 11 00 Cf Bending 1 000 For Axial Stress Calcs Cf Axial 1 000 Axial X-X k Lu / d 0 00 Axial Y-Y k Lu / d 21 82 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. 5o\i 6&QHTtt> CMu ( I/) E fr PR03UC7 Z04 I isaiglc Sheetsl 205-1 i SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthhnk net Code RefACI 318-02 1997 UBC 2003 IBC 2003 NFPA 5000 Rev 560014 User KW-0604855 VerSSO 1-Dec 2003 (c)1983-2003 ENERCALC Engmeenng Software Restrained Retaining Wall Design 05011 e--w Retaining Walls Description Basement Retaining Wall @ Line F, Retained Height = 8'-6" i Criteria | Sod Data Footing Strengths & Dimensions Retained Height = 8 50 ft Wall height above soil = 250ft Total Wall Height = 11 00 ft Top Support Height = 11 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = 110 00 pcf Wind on Stem = 0 0 psf | Surcharge Loads Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 113 0 psf NOT Used for Sliding ^Overturning ! Axial Load Applied to Stem H Axial Dead Load = 306 0 Ibs Axial Live Load = 200 0 Ibs Axial Load Eccentricity = 0 0 in Allow Soil Bearing = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 Toe Active Pressure = 38 0 Passive Pressure = 300 0 Footmg||Soil Friction Soil height to ignore for passive pressure Lateral Load Height to Top Height to Bottom = 0300 = 0 00 in 68 Off/ft 850ft 000ft f C = 3 000 psi Mm As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Fy = = = = = = = = Cover @ Top = 3 00 in i = 60 000 psi 00018 1 50ft 1 50 " 3"00 1800m 000 in 000 in 000ft ;§> Btm = 3 00 in i Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 00 Ibs 000ft 000 in 000ft Line 00ft Design Summary Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = ^J| MasonryJStem Construction J 2 990 Ibs 558m 1 923 psf OK 70 psf OK 2 500 psf Thickness = 1200m Wall Weight = 1240 pcf Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted Soil Pressure Less Than Allowable ACI Factored @ Toe = AC! Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = i /3i psr 100 psf 13 8 psi OK 4 7 psi OK 93 1 psi 3125 Ibs 21655 Ibs Sliding Calcs Slab Resists All Sliding i Lateral Sliding Force = 2 165 5 Ibs Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth d fb/FB + fa/Fa Moment Actual Moment Allowable Shear Force @ this height Shear Actual Shear Allowable f m = 1 500 psi Fs = 24 000 psi Short Term Factor = 1 000 Equiv Solid Thick = 11620m n Ratio (Es/Em) = 25 778 Use Special Inspection @ Top Support Stem OK = 1 1 00 ft # 5 1600m = Edge = 9 00 m 0000 00ft-* 3 791 3 ft-# 312 5 Ibs = 3 18 psi 38 73 psi Mmax Between Top & Base Stem OK 588ft # 5 1600m Edge 900m 0330 1 252 6 ft-* 3 791 3 ft-# @ Base of Wall Stem OK 000ft # 5 1600m Edge 900m 0767 29087ft-* 37913ft-# 1,638 3 Ibs 16 67 psi 38 73 psi Footing Design Results Factored Pressure Mu' Upward Mu Downward Mu Design Actual 1-Way Shear Allow 1 -Way Shear = = = = = = 2°731 2579 532 2046 1379 9311 —Heel 100 psf Oft-# 203ft-# 203ft-# 4 67 psi 93 1 1 psi Rebar Lap Required = 25 00 m 25 00 in Rebar embedment into footing = Other Acceptable Sizes & Spacmgs Toe # 5 @ 18 00 in -or- Not req'd Mu < S * Fr Heel # 5 @ 18 00 in -or- Not req d Mu < S * Fr Key No key defined -or- No key defined 735m SL Consulting Engineers 12521 Carmel Canyon Road Sari Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net f'Rev "580014 I User KW-0604855 Var580 1-Oec-2003 i (c)1983-2003 ENERCALC Engineenna Software Code RefACI 318-02 1997 UBC 2003 IBC '003 NFPA 5000 Restrained Retaining Wall Design 05011 ecw Retaining Walls Description Basement Retaining Wall @ Line F, Retained Height = 8'-6" Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem Surcharge Over Heel = IDS Axial Dead Load on Stem = 506 0 Ibs Soil Over Toe Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force Ibs = Ibs 13640lbs 467 5 Ibs 652 5 Ibs 2 9900 Ibs s: ft 200ft ft ft 200ft 275ft 1 50ft Base Moment = »> Sliding Forces are restrained by the adjacent slab -29087ft-# ft-# 10120ft-# ft-* ft-# 2 728 0 ft-# 1 285 6 ft-# 9788ft-# " 30956ft-# Soil Pressure Resulting Moment *1,389 4t-# S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. V. fw" ?BOCl/CI?iX I (SsiofcSllwIsliOS-i ."MUM) SL Consulting Engineers 12521 Carmel Canyon Road Sari Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net CpdeRef ACI 318-02M997 UBC 2003IBC .'003 NFPA 5000 Restrained Retaining Wall Designi Rev "580014 i User KW-06048SS VerSSO 1-0ec-2003 [ (c)1983-2003 ENERCAIC Engineering Softwai Description Basement Retaining Wall @ Line A & F, Retained Height = 6'-6" Criteria ! Soil Data Retained Height = 6 50 ft Wall height above soil = _4_50ft Total Wall Height = 11 00 ft Top Support Height = 11 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = 110 00 pcf Wind on Stem = 0 0 psf j Surcharge Loads Allow Soil Beanng = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 Toe Active Pressure = 38 0 Passive Pressure = 300 0 Footing Strengths & Dimensions ffiSBE Fy = Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 113 0 psf NOT Used for Sliding & Overturning [ Axiaf Load Applied to Stem Footmg||Soil Friction Soil height to ignore for passive pressure Lateral Load Height to Top Height to Bottom = 0300 = 0 00 in 520#m 650ft 000ft fc = 3 000 psi Mm As % Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover @ Top = 3 00 in ; Adjacent Footing Load 60 000 psi 00018 125ft 125 - 2~50 18 00 in 000 in 000 in 000ft ! Btm = 3 00 in Axial Dead Load Axial Live Load Axial Load Eccentricity 762 0 Ibs 620 0 Ibs 00 in Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 00 Ibs 000ft 000 in 000ft Line 00ft ! Design Summary jj Masonry Stem Construction Total Beanng Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable = 3 201 Ibs Thickness = 8 00 m fm = 1 500 psi Short Term Fartor = 1 000 172m Wall Weight = 780 pcf Fs = 24 000 psi Equiv Solid Thick = 7600m 1 720 psf OK Stem is FIXED to top of footing n Ratio (Es/Ern) = 25778 = 840 psf OK Block TWe = Medium Weight Use Special Inspection 2500psf Solid Grouted -.^ Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom * oua PST 1 225 psf 12 3 psi OK 4 4 psi OK = 93 1 psi 1121 Ibs 1 441 9 Ibs Sliding Calcs Slab Resists All Sliding i Lateral Sliding Force = 144? 9 Ibs I ^2^n^2|SignRej Factored Pressure = Mu' Upward = Mu' Downward = Mu Design = Actual 1 Way Shear = Allow 1 -Way Shear = suite ____a '"Toe neei 2 509 1 225 psf 1 793 0 ft-# 370 224 ft-# 1 423 224 ft-# 1232 4 41 psi 93 1 1 93 1 1 psi @ Top Support Top & Base Design height = Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth d = fb/FB + fa/Fa Moment Actual = Moment Allowable = Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required = Rebar embedment into footing Stem OK 1100ft # 5 1600m Edge 5 25 in 0000 OOft-# 2,1159ft-# 2 1121 Ibs 2 00 psi 38 73 psi 25 00 m — Stem OK 508ft # 5 1600m Edge 5 25 m 0280 593 0 ft-# 1159ft-# 25 00 in @ Base of Wall Stem OK 000ft # 5 1600m Edge 525m 0758 1 6049ft-# 21159ft-# 1 028 7 Ibs 18 37 psi 38 73 psi 714m Other Acceptable Sizes & Spacings Toe #5@ 1800m Heel #5 @ 18 00m Key No key defined -or- Not req d Mu < S -or- Not req d Mu < S -or- No key defined *Fr *Fr SL Consulting Engineers 12521 Carmel Canyon Road Sari Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Code Ref ACI 318-02 1997 UBC 2003 IBC 2QX» NFPA 5000 Rev S80O14 User KW-OS04S55 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineering Software Restrained Retaining Wall Design 05011 ocwRetaimng Walls Dcscnption Basement Retaining Wall @ Line A & F, Retained Height = 6'-6" Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soii pressure Load & Moment Summary For Footing For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem Surcharge Over Heel = Ibs Axial Dead Load on Stem = 1 382 0 Ibs Soil Over Toe = Ibs Surcharge Over Toe = Ibs Stem Weight = 858 0 Ibs Soil Over Heel = 417 1lbs Footing Weight = 543 8 Ibs Total Vertical Force = 3 266~8 Ibs ft 158ft ft ft 1 58ft 221 ft 1 25ft Base Moment = »> Sliding -1 604 9 ft-# ft-# 21882ft-# ft-# ft-# 1 358 5 ft-# 921 1 ft-# 679 7 ft-# "3 542 6 ft-# Forces are restrained by the adjacent slab Soil Pressure Resulting Moment =458 »-# S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB, SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. - tfoo - 0* *7.^ ft AUDIO. - 4oflP JL F- v) XX PRODUCT204 1 iSin*StMiS! IB-liPnldHll SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net Code Ref ACI 318-02 1997UBC 2003IBC .'003 NFPA 5000 Rev 560014 User KW-0604855 Var 5 8 0 1-Deo-2003 (c)1983-2003 ENERCALC Engineering Software Restrained Retaining Wall Design 05011 ecw Retaining Walls Description Basement Retaining Wall @ Line A, F & 1, Retained Height = 5'-6" [Criteria Retained Height = 5 50 ft Wall height above soil = 5 50 ft Total Wall Height = 1100ft Top Support Height = 11 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = 110 00 pcf Wind on Stem = 0 0 psf | ! Soil Data11 t Footing Strengths & Dimensions Allow Soil Bearing = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 Toe Active Pressure = 38 0 Passive Pressure = 300 0 ; Surcharge Loads Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 113 0 psf NOT Usedjor Sliding & Overturning Load Applied to Stem is Footmg||Soil Friction Soil height to ignore for passive pressure Lateral Load Height to Top Height to Bottom = 0300 = 000 in 440#/ft 550ft 000ft fc = 3 000 psi Mm As% Toe Width Heel Width Total Footing Width Footing Thickness Fy = Key Width Key Depth = Key Distance from Toe = Cover @ Top = 3 00 in = 60 000 psi 00018 1 00ft 100 " "200" 18 00 in 0 00 in 000 in 000ft @ Btm = 3 00 in i Adjacent Footing Load Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary 762 0 Ibs 620 0 Ibs 00 in Adjacent Footing Load = Footing Width = Eccentncrty = Wall to Ftg CL Dist ~ Footing Type Base Above/Below Soil at Back of Wall 00 Ibs 000ft 000m 000ft Line 00ft _i Masonry Stem Construction Total Bearing Load = 2 877 Ibs resultant ecc = 0 66 in Soil Pressure @ Toe = 1 675 psf OK Soil Pressure @ Heel = 1 202 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2 453 psf ACI Factored @ Heel = 1 760 psf Footing Shear @ Toe = 10 4 psi OK Footing Shear @ Heel = 2 2 psi OK Allowable = 93 1 psi Reaction at Top = 58 8 Ibs Reaction at Bottom = 1 1142 Ibs Sliding Calcs Slab Resists All Sliding ' Lateral Sliding Force = 11 14 2 Ibs ; Footing Design Results 1 Thickness = 8 00 in Wall Weight = 780 pcf Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth d1 Dc^cirin risitstumsijjii uoLct - — fb/FB + fa/Fa Moment Actual Moment Allowable Shear Force @ this height Shear Actual Shear Allowable Rebar Lap Required f m = 1 500 psi Fs = 24 000 psi Short Term Factor Equiv Solid Thick = 1 000 7 600 in n Ratio (Es/En) = 25 778 Use Special In >pection @ Top Support Stem OK 1100ft #5 1600m Edge 5 25 m 0000 OOft-# = 21159ft-* 58 8 Ibs = 1 05 psi 38 73 psi 25 00 m Mmax Between Top & Base @ Base of Wall Stem OK 455ft # 5 1600m Edge 525m 0167 3540ft-# 21159ft-# 2500m Stem OK 000ft # 5 1600m Edge 525m 0507 1 072 4 ft-# 21159ft-# 7580 Ibs 13 54 psi 38 73 psi = 2453Factored Pressure Mu Upward = 1 169 Mu Downward = 237 Mu Design = 932 Actual 1-Way Shear = 1038 Allow 1-Way Shear = 9311 1 760 psf Oft-# 65ft-# 65ft-# 2 23 psi 93 11 psi Rebar embedment into footing = Other Acceptable Sizes & Spacings Toe # 5 @ 18 00 in -or- Not req d Mu < S * Fr Heel #5@ 1800m -or- Not reqd Mu < S *Fr Key No key defined -or- No key defined 600m SL Consulting Engineers 12521 Carmel Canyon Road San* Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net j™ Rev™5BObl4" Code RefACI 318-02 1997UBC 2003 IBC '003 NFPA 5000 User KW-0604855 Ver 5 8 0 1-Dec 2003 (c)1983-2003 ENERCALC Engineering Software Restrained Retaining Wall Design 05011 tiew Reaming Wails Description Basement Retaining Wall @ Line A, F & 1, Retained Height = 5'-6" j Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs >» Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applie Surcharge Over Heel^/ = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight Soil Over Heel = Footing Weight = Total Vertical Force = d from Stem Ibs 1 382 01bs Ibs Ibs 8580 Ibs 201 7 Ibs 435 0 Ibs 2876TTbs = ft 1 33ft ft ft 133ft 1 83ft 100ft Base Moment = -1 072 4 ft-# ftH* 1 842 7 ft-# ft-# ft-# 1 144 0 ft-# 369 7 ft-# 435 0 ft-* ~~2719~6fMf Soil Pressure Resulting Moment =157W-* S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. <io\L 4T CMM V Iff' yffiB SL Consulting Engineers 12521 Carmel Canyon Road Sari Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net W-il Code Ref ACI 318-02 1997 UBC 2003 IBC 2003 NFPA 5000 fRev 580014 ! User KW-0604855 Ver 5 8 0 1 Dec-2003 | (c)1983-2003 ENERCALC Engineenng Software Restrained Retaining Wall Design OS011 ecw Retaining Walls Description Basement Retaining Wall @ Line 8, Retained Height = 7'-6" | Criteria Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem ! Surcharge Loads = = = = = = = 1 750ft 350ft 1100ft 1100ft 000 1 000 in 11000pcf 00 psf ~]| Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 1 1 3 0 psf NOT Used for Sliding & Overturning | Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Total Bearing Load resultant ecc = = = ii 306 0 Ibs 200 0 Ibs 00 in ! Soil Data Allow Soil Bearing = 2 | i Footing Strengths & Dimensions ^ 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Footing||Soil Fnction = Soil height to ignore for passive pressure = 380 380 3000 0300 000 in f c = 3 000 psi Mm As% Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe F> = = — - = "~ = = Cover @ Top = 300m @B 1 Uniform Lateral Load Applied Lateral Load = Height to Top = Height to Bottom = to Stem |j 720#/ft 750ft 000ft | Adjacent Footing Load Adjacent Footing Load Footing Width Eccentncity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall = — 60 000 psi 00018 1 50ft 1 50 '300' 1800m 0 00 in 000 in 000ft tm = 3 00 in | 00 Ibs 000ft 000m 000ft Line 00ft jf Masonry Stem Construction Jj = = 2 935 Ibs 377 in Thickness = 1200m Wall Weight = 1240pcf fm = Fs = 1 500 psi Short Term Factor 24 000 psi Equiv Solid Thick 1000 11620m Total Bearing Load = resultant ecc = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = 2 935 Ibs Thickness = 1200m fm = 1 500 psi Short Term Factor = 1000 3 77 in Wall Weight = 1240pcf Fs = 24000psi Equiv Solid Thick = 11620m 1 592 psf OK Stem IS FIXED to l°P °f footing n Ratio (Es/Ern) = 25 778 364 psf OK Block Type = Medium Weight Use Special Inspection 2 500 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = 2 262 psf 518 psf 11 7 psi OK 4 2 psi OK 93 1 psi 21 1 4 Ibs 1 867 6 Ibs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1 867 6 Ibs i FootingDesign Results j| Factored Pressure = ~ Mu' Upward = Mu' Downward = Mu Design = Actual 1-Way Shear = Allow 1 -Way Shear - Toe Heel T262 518 psf 2217 Oft-# 532 184 ft-# 1 685 184 ft-# 1 1 66 4 22 psi 93 1 1 93 1 1 psi @ Top Support TOD & Base Design height = Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth d = fb/FB + fa/Fa Moment Actual = Moment Allowable = Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required = Rebar embedment into footing Stem OK 11 00ft # 5 1600m Edge 9 00 in 0000 Stem OK 557ft # 5 16 00 in Edge 900m 0255 0 0 ft-# 968 3 ft-# 3 791 3 ft-# 3 791 3 ft-# 21 14 Ibs 2 15 psi 38 73 psi 2500m = 25 00 in @ Base of Wall Stem OK 000ft # 5 16 00 in Edge 900m 0626 2371 6ft-# 3791 3ft-# 1 397 4 Ibs 14 22 psi 38 73 psi 600m Other Acceptable Sizes & Spacings Toe #5 @ 1800m Heel #5 @ 18 00m Key No key defined -or- Not req d Mu < S -or- Not req d Mu < S -or- No key defined *Fr •Fr SL Consulting Engineers It \ — 12521 Carmel Canyon Road ^ San'Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net _ __ _ _ Code_Rer_ACl 318-02 1997UBC 20031BC >003NFPA5000 Restrained Retaining Wall DesignRev 560014 User KW-0604855 Ver580 1-Oec-2003 (c) 1983-2003 tNERCALC Engineering Software 05011 tew Retaining Walls Descnption Basement Retaining Wall @ Line 8, Retained Height = 7'-6" I Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Calcs >» Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem Surcharge Over Heel = IDS Axial Dead Load on Stem = 506 0 Ibs Soil Over Toe = Ibs Surcharge Over Toe = Ibs Stem Weight = 13640 Ibs Soil Over Heel = 412 5 Ibs Footing Weight = 652 5 Ibs Total Vertical Force = 2 935 0 Ibs ft 200ft ft ft 200ft 275ft 150ft Base Moment = -2 371 6 ft-# ft-# 1 012 0 ft-# ft-# ft-# 2 728 0 ft-# 1 1344ft-# 978 8 ft-# 34816ft-# Soil Pressure Resulting Moment >920 »•* S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE. SL Consulting Engineers 12521 Carmel Canyon Road San Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net W-Hf CodeRef ACI 318-02 1997UBC 2003 IBC 2003 NFPA 5000 Rev 580014 User KW-0604855 Vef 5 8 0 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Restrained Retaining Wall Design 05011 acwRetaining Walls Description Basement Retaining Wall, Retained Height = 11 '-0" Criteria i Soil Data Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 1100ftpop ft 11 00 ft 1100ft 000 1 000 in nooopcf OOpsf Allow Soil Beanng = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 Toe Active Pressure = 38 0 Passive Pressure = 300 0 J9 j Footing Strengths & Dimensions Footing||Soil Friction Soil height to ignore for passive pressure 0300 = 000 in Surcharge Loads I Uniform Lateral Load Applied to Stem Surcharge Over Heel = 0 0 psf >»NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 113 0 psf NOT Used for Sliding & Overturning ! Axial Load Applied to Stem m fc = 3 000 psi F> = Mm As % Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover @ Top = 3 00 in Adjacent Footing Load 60 000 psi 00018 200ft 200 — -TOD- IS 00 in 000 in 000 in 000ft ! Btm = 3 00 in Lateral Load Height to Top Height to Bottom 880#/ft 1100ft 000ft Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0 0 Ibs 0 0 Ibs 0 0 in Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 00 Ibs 000ft 000 in 000ft Line 00ft Masonry Stem Construction Total Beanng Load = 3 444 Ibs Thickness = 1200m fn resultant ecc = 7 69 in Wall Weight = 1240pcf Fs Soil Pressure® Toe = 1 688 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 34 psf OK Block Type = Medium Weight Allowable = 2500psf Solid Grouted Soil Pressure Less Than Allowable @ ACI Factored @ Toe = 2,364 psf ACI Factored @ Heel = 47 psf . .Design height = Footing Shear @ Toe = 151 psi OK RebarSize = Footing Shear® Heel = 11 5 ps. OK Rebar Spacing Allowable = 931PSI Rebar Placed at Reaction at Top = 8228 Ibs Rebar Depth d Reaction at Bottom = 31140 Ibs Design Data — — • fb/FB + fa/Fa Sliding Calcs Slab Resists All Sliding ' Moment ActualLateral Sliding Force = 3 1140 Ibs wornem «ctuai9 Moment Allowable = Shear Force @ this height = Shear Actual = Shear Allowable LFoo^ng^Design Results | Factored Pressure = Mu' Upward = Mu Downward = Mu Design = Actual 1 -Way Shear = Allow 1 -Way Shear = Toe Heel 2364 47 psf 3 955 0 ft-* 946 1 005 ft-# 3 009 1 005 ft-# 1507 11 55 psi 9311 93 11 psi Rebar Lap Required = Rebar embedment into footing Other Acceptable Sizes & Spa< Toe #5® 18 00 in Heel #5® 18 00 in Key No key defined i = 1 500 psi Short Term Fador = 1 000 24 000 psi Equiv Solid Thick = 1 1 620 in n Ratio (Es/Ern) = 25778 Use Special Inspection Mmax Between i Top Support Top & Base @ Base of Wall Stem OK 1100ft # 5 1600m Edge 900m 0000 OOft-# 3 791 3 ft-# 822 8 Ibs 8 37 psi 38 73 psi 25 00 in cmgs -or- Not req d Mu < -or- Not req d Mu < -or- No key defined Stem OK 636ft # 5 1600m Edge 9 00 m 0590 2 237 8 ft-# 3 791 3 ft-# 25 00 in S*Fr S*Fr Stem OK 000ft # 5 800m Edge 9 00 in 0718 47029ft-* 65488ft-# 2 444 2 Ibs 2572psi 3873psi 615m SL Consulting Engineers 12521 Carmel Canyon Road San* Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail suejiao@earthhnk net HRev~5B0014 User KW-0604855 Ver 5 8 0 1 Dec 2003 (c)1983-2003 ENERCALC Engineenng Software 10-15 Code Ref ACI 318-02 1997UBC 2003 IBC 2003 NFPA 5000 Restrained Retaining Wall Design 05011 acw Retaining Walls Description Basement Retaining Wall, Retained Height = 11'-0" Summary of Forces on Footing Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load & Moment Summary For Footing For Soil Pressure Cafes Moment @ Top of Footing Applied from Stem = -47029ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = Ibs ft ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 13640 Ibs 250ft 34100ft-# Soil Over Heel = 12100 Ibs 350ft 42350ft-# Footing Weight = 870 0 Ibs 2 00 ft 1 740 0 ft-# Total Vertical Force = 3,444 OTbs Base Moment =~ 4~682Tft-# »> Sliding Forces are restrained by the adjacent slab Soil Pressure Resulting Moment =2,205 K-# S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB, SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE DATE. DATE_ -50UP ^7*5 a 51* s //&/P x I* PRODUCT 2M I (Single SUtelsl 205-1 ( SL Consulting Engineers 12521 Carmel Canyon Road San'Oiego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net Code RefACI 318-02 1997UBC 2003 IBC 2003 NFPA 5000 Rev 580014 User KW-0604855 Ver 5 8 0 1 Dec 2003 (0)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design 05011 ocw Retaining Walls Description Cantilevered 8" CMU Retaining Wall, H=5'-6" ; Criteria Soil Data Retained Height = 5 50 ft Wall height above soil = 0 50 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 0 00 in Soil Density = 110 00 pcf Wind on Stem = 0 0 psf Surcharge Loads Allow Soil Bearing = 2 500 0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 38 0 psf/ft Toe Active Pressure = 38 0 psf/ft Passive Pressure = 300 0 psf/ft Water height over heel = 0 0 ft I Footing Strengths & Dimensions Fy =eo ooo psi 00018 Footing||Soil Fnction Soil height to ignore for passive pressure = 0300 = 0 00 in 1 50ft 1 50 300 1200m Surcharge Over Heel = 0 0 psf Used To Resist Sliding & Overturning fc = 3000 psi Mm As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width = 0 00 in Key Depth = 0 00 in Key Distance from Toe = 0 00 ft Cover @ Top = 3 00 in @ Btm = 3 00 in Surcharge Over Toe = 150 0 psf Used for Sliding & Overturning ! Design Summary j| j Stem Construction jjj Top stem Total Beanng Load = 2 094 Ibs resultant ecc = 2 92 in Soil Pressure @ Toe = 1 038 psf OK Soil Pressure @ Heel = 358 psf OK Allowable = 2 500 psf Soil Pressure Less Than Allowable AC) Factored @ Toe = 1 143 psf ACI Factored @ Heel = 395 psf Footing Shear @ Toe = 7 9 psi OK Footing Shear @ Heel = 16 1 psi OK Allowable = 93 1 psi Wall Stability Ratios Overturning = 2 54 OK Sliding = 1 95 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 750 9 Ibs less 100% Passive Force= - 8380 Ibs less 100% Fnction Force= - 628 2 Ibs Added Force Req'd = 0 0 Ibs OK for 1 5 1 Stability = 0 0 Ibs OK [ Footing Design Results J Toe Heel Factored Pressure = 1 143 395 psf Mu Upward = 1 395 0 ft-# Mu Downward = 583 1 162 ft-# Mu Design = 811 1 162ft-# Actual! -Way Shear = 788 16 09 psi Allow 1 -Way Shear = 9311 93 11 psi Toe Reinforcing = # 5 @ 18 00 in Heel Reinforcing = # 5 @ 1 8 00 in Key Reinforcing = None Speed Design height ft = Wall Material Above Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth 'd' in = Stem OK 000 Masonry 800 # 5 1600 Center 0851 5748 1 0537 12388 144 387 3000 657 780 381 f m psi = 1 500 Fs psi = 24 000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio n' = 25 78 Short Term Factor = 1 000 Equiv Solid Thick in = 7 60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spaclngs Toe Not req d Mu < S * Fr Heel Not req d Mu<S*Fr Key No key defined SL Consulting Engineers 12521 Carmel Canyon Road San'Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueljap@earthlink net_Code Ref ACI 318-02 1997 UBC 2003 IBC V003 NFPA 5000 ^fS^RcTSInVn^^sware Cantilevered Retaining Wall Design 0501 1 ecw Retaining Walls | Description Cantilevered 8" CMU Retaining Wall, H=5'-6" ; Summary of Overturning & Resisting Forces & Moments I OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 8028 217 17393 Toe Active Pressure = Surcharge Over Toe = -518 0 50 -25 9 Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = SeismicLoad = Total = 7509 OTM = 17134 Resisting/Overturning Ratio = 2 54 Vertical Loads used for Soil Pressure = 2 094 2 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Ibs ft Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = 5042 2250 4680 4500 4470 20942 Ibs 2')8 000 075 183 1 60 300 R.M Moment ft-# 1 3024 1688 8580 6750 1 341 0 4~3451 S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. 4- TYP& * PRODUCT 204-1 iSmfe SIWBI205-1 I S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF,L CALCULATED BY_ CHECKED BY SCALE DATE. DATE. .*• INT- LoAP RF FIR wi> PRODUCT 204-1 (S.nole SH*) 205-1 IPHdedl S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF_L DATE. DATE. 4- if" 0,t. it" o.t. I , IMD&X TYP&" A " / 8- Rf ft ^ 141 */ < TfPe " S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. Rft 4 1 4 , INPS-X & It" 0,6, ft 1413 PRODUCT 204-1 (Singlt ShKGI ZOS-1 iPldded) S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_L CALCULATED BY_ CHECKED BY SCALE DATE. DATE. ( 3 1 - (7 j p JF* rt; - fl PJF &XT, WAU, W7T= -)- if prp x t, INT. ^JAU. tui; ^ |oppx(5xf6.5'f'7/*fgf;- 7Z' III f LR . u]A-it- ^ - 78 |c,p!f / 5. [tf PlF I WT.- FHODUCT 204 I (Single Stets) 2ffi-l (Pidded) S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. -t ALL x v\ V- S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF.L DATE. DATE. tf, 0 o o CD X X s: o L "O •o •5 O 55 UJa wv> ft x 5 I M \\ > £& * "X \\\\u X Arenbutaryft2X V \\ 4-11 VP \\ O 7 a Q~ S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB, SHEET NO .OF.L CALCULATED BY_ CHECKED BY SCALE DATE. DATE. to z (D (0Ul Q CO CO 1£o O -^-- II O X \\ \i X w > 3 X \\\\ 3 VU ^Tnbutary A(fttf IT- \\ *o CO L-/O Al* v- S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. L CO UJ Q COI< < £ K <UJ X CO Vr is > s V- x \ ~^L <5 \ ^. •O ^ «\ V IJ^tTN ^1 \\\\ c, \\ -O \\ S L CONSULTING ENGINEERS 1 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. L ia CO •5 O UJ O <* CD 35i<_i< | OT > 5 TO£ fi (00* V) •* uL O 01 X * « -v- SN \\ r~ CO ESI \\\\ LL cco \\ XT- £ — (\ S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO OP L CALCULATED BY_ CHECKED BY SCALE DATE, DATE. •o .a •o 3. O > 5 _ ?at i X o \VP ^> cO O X x 11 . rC- -X Jl_ XL 4 X c^v ~^ \\ S L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_L CALCULATED BY_ CHECKED BY SCALE DATE. DATE. O (ft Ul Q CO § < < _l i UJ X W vAi \N vA > fi J! (A O si * \ I "o O ^ cs- .- XT r- 4- \\ cS -\- -v- li ^.\r \i- *\ Lv^iPO s" n <L 122 5 v- S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF, CALCULATED BY_ CHECKED BY SCALE DATE. DATE. vS V- " v \^ *N S i5 ^ RT VTN O v /\ I £ U rxi cS ll S zo COUl O 08 CO CO s *-. -v- VP" 0- o -a V — \\ S _ O 4- H I. Q«o ~ CO PRODUCT n> 11Sinok SliffKl 7n5-l (P>*tali 3 I CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .1 OF L CALCULATED BY_ CHECKED BY SCALE DATE. OATE- O (O UJa to$i<_i § a:SHc o•a o > 2 CO -CV --tr v/> f 2 cC -V;• i O PRODUCT TQt 1 (tank 'UifMKl ?frt-l fP S.L CONSULTING ENGINEERS « 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB. SHEET NO .OF_L CALCULATED BY_ CHECKED BY SCALE DATE. DATE. O l2x $ fti !r £1 - <5Q— «o £ o Z O55111a w %< <_i < LLJ W Is *1 •<£ rov\ 0 0» \\ > 5 vii VP £• 1.a K \JL 5 g« a S L CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 (858) 259-3776 JOB- SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. x ID / e- PRODUCT 2M 1 lSm«!il«lsi2IE I Ifnttall SL Consulting Engineers 12521 Carniel Canyon Road Sart Diego. CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net L-lo Rev 580004 User KW-0604855 Ver 5 8 0 1-Dec-2003 (c)1963-2003 ENERCALC Engineering Software Masonry Pier Analysis & Design 05011 ecw CMU Shear Walls Description Shear Walls @ Line A General Information Total Lateral Force Seismic Zone Load Duration Factor 2253k 4 1 33 Code Ref ACI 530-02 1997 UBC 2003 IBC 2003 NFPA 5000 j] Moduli Em = fm* 75000 Moduli Ev = Em* 040 Shear Pier Data 1 Pier Height Pier Length Wall Thickness "] Depth Mutt Pier Fixity fm Fs Sp Insp Grout Spacing Pier#1 1000ft 25 00 ft 8 in 088 Pin-Fix 1 500 psi 24000psi Yes 8m Pier #2 1000ft 400ft 8m 088 Pin-Fix 1 500 psi 24 000 psi Yes 8 in Pier #3 1000ft 1600ft 12 in 088 Pin-Fix 1 500 psi 24,000 psi Yes 8 in Analysis Data j ps L Height/Length (H/L)A3 Rel Defl Sum Rigidity Rigidity = 001/Defl % Force to Pier Shear to Pier Relative Defl * 10*5 M / (VDepth) Em Ev j^£3t»^fe!J^'Jg^l^^JK*:giHlgffi5ffi Summary 1 Shear Reinforcing fv=V/(12*est*jd) Fv w/o Reinf Fv w/Remf Honz Shear Av Req d Bending Reinforcing Moment @ End "d" to tension As Bending As Req d Pier#1 04000 00640 01618 11 04414 6181 319 056 12610k 000 in 0457 1125,0000 450 000 0 Pier #1 9 48 psi 60 83 psi 91 25 psi Not Req d inA2/ft 126 10k-ft 21 87ft 0 18m2 Pier #2 25000 156250 77778 128 571 001 0262 k 000 in 2857 11250000 450 000 0 Pier #2 1 23 psi 4655 psi 77 27 psi Not Req d mA2/ft 262 k ft 350 ft 0 02 m2 Pier #3 06250 02441 02112 4 734 247 043 9658 k 000 in 0714 11250000 psi 450 000 0 psi Pier #3 7 42 psi 56 42 psi 84 62 psi NotReqdmA2/ft 96 58 k-ft 1400ft 0 22 m2 SL Consulting Engineers 12521 Carmel Canyon Road Sarf Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net L-t\ ; Rev 580004 ... . Usor KW-060485S VerSBO 1-Oeo-2003 MaSODrV PlBF AflJj (c)1 983-2003 ENERCALCEngmeermg Software I»I«1»UIII J riCT Mile "-- - ------- - - • -- - i llySIS & DeSign oS011ec«-CMU Shear Walls] Description Shear Walls @ Line F i General Information Total Lateral Force Seismic Zone Load Duration Factor 2643k 4 1 33 Code Ref ACI 53<W)2 1997 UBC 2003 IBC 2003 NFPA 5000 ]j Moduli Em = f m * 750 00 Moduli Ev = Em* 040 | Shear Pier Data | Pier Height Pier Length Wall Thickness "I Depth Mult Pier Fixity fm Fs Sp Insp Grout Spacing Pierffl 1000ft 1750ft 12 in 088 Pin-Fix 1 500 psi 24 000 psi Yes 8 in Pier #2 1000ft 1475ft 12 in 088 Pin-Fix 1 500 psi 24 000 psi Yes 8 in Pier #3 1000ft 1350ft 12 in 088 Pin-Fix 1 500 psi 24,000 psi Yes 8 in i Analysis Data ji Height/Length (H/L)A3 Rel Defi Sum Rigidity Rigidity = 001/Defl % Force to Pier Shear to Pier Relative Defl* 10*5 M / (VDepth) Em Ev Shear Reinforcing fv=V/(12*est*jd) Fv w/o Reinf Fv w/ Reinf Honz Shear Av Req d Bending Reinforcing Moment @ End "d" to tension As Bending As Req d Pier#1 05714 01866 01823 1311008 5 486 374 042 11061k 000 in 0653 11250000 450 000 0 Pier#1 7 77 psi 57 47 psi 86 20 psi NotReqdmA2/ft 110 61 k-ft 1531ft 0 23 in2 Pier #2 06780 03116 02430 4115384 031 8297 k 000 in 0775 11250000 450 000 0 Pier #2 6 92 psi 5538 psi 83 07 psi NotReqdmA2/ft 82 97 k-ft 1291 ft 0 20 m2 Pier #3 07407 04064 02850 3 508 325 027 7073 k 000 in 0847 11250000 psi 450 000 0 psi Pier #3 644 psi 54 15 psi 81 22 psi Not Req'd mA2/ft 70 73 k-ft 1181ft 019m2 SL Consulting Engineers 12521 Carmel Canyon Road Sarf Diego, CA 92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net L-U. ! Rev 580004 : User KW-0604856 Ver 5 8 0 1 Dec 2003 M<)S ! (c)1983-2003 ENERCALC Engineering Software iwi«»onry Pier Analysis & Design OS011 ^^^^ \ Descnption Shear Walls @ Line 1 ; General Information Total Lateral Force Seismic Zone Load Duration Factor Code Ref ACI 530-02 1997 UBC 2003 IBC 2003 NFPA 5000 | 709k Moduli Em = fm' 75000 4 Moduli Ev = Em * 0 40 1 33 linear Pier Data | Pier Height Pier Length Wall Thickness •j" Depth Mult Pier Fixity fm Fs Sp Insp Grout Spacing Pier#1 1000ft 1150ft 8 in 088 Pin-Fix 1 500 psi 24 000 psi Yes 8 in Pier #2 1000ft 8 00 ft 8 in 088 Pin-Fix 1 500 psi 24 000 psi Yes 8 in : Analysis Data | Height/Length (H/L)A3 Rel Defl Sum Rigidity Rigidity = 001/Defl % Force to Pier Shear to Pier Relative Defl * 10A5 M / (V*Depth) Em Ev Shear Reinforcing fv=V/(12*est*jd) Fv w/o Reinf Fv w/Remf Honz Shear Av Req d Bending Reinforcing Moment @ End "d" to tension As Bending As Req d Pier#1 08696 06575 05821 249634 1717964 069 4879k 000 in 0994 11250000 450 000 0 Pier #1 7 98 psi 46 92 psi 77 43 psi Not Req'd inA2/ft 48 79 k-ft 1006ft 015in2 Pier #2 1 2500 19531 12847 778 378 031 2211 k 000 in 1429 11250000 psi 450 000 0 psi Pier #2 5 19 psi 46 55 psi 77 27 psi Not Req d mA2/ft 2211 k-ft 700 ft 0 10 m2 SL Consulting Engineers 12521 Carmel Canyon Road Sari*Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net i Rev 580004 L ; User KW-06048S5 VerSSO 1 Dec-2003 MaSOnCV PlGf AlialVSIS & DeSIGHI ij (c)1 983-2003 ENERCALC Engineering Software moovmi y r ICI J-Vlldiyoia w I-/COIVJM 0501 1 ecw CMU Shear Walls | Description Shear i General Information Total Lateral Force Seismic Zone Load Duration Factor Walls @ Line 2 2 Code Ref ACI 530-02 1997 UBC 2003 IBC 2003 NFPA 5000 j| 1641k Moduli Em = fm* 75000 4 Moduli Ev = Em* 040 133 1 Shear Pier Data | Pier Height Pier Length Wall Thickness "f Depth Mult Pier Fixity fm Fs Sp Insp Grout Spacing ; Analysis Data Height/Length (H/L)A3 Rel Defl Sum Rigidity Rigidity = 001 /Defl % Force to Pier Shear to Pier Relative Defl * 10*5 M / (V*Depth) Em Ev 1 Summary ~Jj Shear Reinforcing fV=V/(12*est*jd) Fv w/o Reinf Fv w/ Reinf Honz Shear AvReq'd Bending Reinforcing Moment @ End "d" to tension As Bending As Req d Pier#1 1000ft 775ft Sin 088 Pin-Fix 1 500 psi 24,000psi Yes 8 in Pier#1 12903 21483 1 3849 72207 722 070 100 16410k 000 in 1475 11250000 psi 450 000 0 psi Pier #1 39 80 psi 46 55 psi 77 27 psi Not Req'd inA2/ft 16410k-ft 678ft 0 76 m2 1 SL Consulting Engineers 12521 Carmel Canyon Road Sanltfiego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlink net L-tf ! Rev 580004 ._..«,«. b User KW-0604855 VefSSO 1-Dec-2003 MaSOflrV PlfiF AtlillVSIS & DeSICHI 1\ <c)1983-2003ENERCALCEngineenng Software IflaSWIIiy riBI «ll«iy»l» « l/WOiyil 0501 1 ecw (-MU Shear WalteJ Descnption Shear | General Information Total Lateral Force Seismic Zone Load Duration Factor ! Shear Pier Data Pier Height Pier Length Wall Thickness "j" Depth Mult Pier Fixity fm Fs Sp Insp Grout Spacing Walls @ Line 6 Code Ref ACI 530-02 1997 UBC 2003 IBC 200 1 NFPA 5000 || 21 21 k Moduli Em = fm * 750 00 4 Moduli Ev = Em* 040 1 33 Pier#1 1000ft 700ft 8 in 088 Pin-Fix 1 500 psi 24,000 psi Yes 8 in \ Analysis Data I Height/Length (H/L)A3 Rel Deft Sum Rigidity Rigidity = 001/Defl % Force to Pier Shear to Pier Relative Defl * 10*5 M / (V*Depth) Em Ev pj Summary J Shear Reinforcing fv=V/(12*est*jd) Fv w/o Reinf Fv w/ Reinf Honz Shear AvReq'd Bending Reinforcing Moment @ End "d° to tension As Bending As Req'd Pier#1 14286 29155 17719 56435 564351 100 21 210k 000 in 1633 11250000 psi 450 000 0 psi Pier #1 56 95 psi 46 55 psi 77 27 psi 0 142 mA2/ft 212 10 k-ft 612ft 1 08 in2 SL Consulting Engineers \2S2\Carme\ Canyon Road dan Diego, CA92130 P (858)259-3776 F (858)259-3848 E-mail sueliao@earthlmk net .' Rev 580004 _ . _ L i User -KW-0604855 Ver 5 8 0 1 Dec 2003 MaSOftrV Plfif AnaiVSIS & DeSIOH 1i (01983-2003 ENERCALC Engineenng Software m«»*/lll y r ici f-uiaiyoi^ *» urcoiyil 05011 ecwCMU Shear Walls B Description Shear Walls @ Line 8 I General Information Total Lateral Force Seismic Zone Load Duration Factor Code Ref ACI 530-02 1997 UBC 2003 IBC 2003 NFPA 5000 | 659k Moduli Em = f m * 75000 4 Moduli Ev = Em" 040 1 33 \ Shear Pier Data |f Pier Height Pier Length Wall Thickness ']" Depth Mult Pier Fixity fm Fs Sp Insp Grout Spacing Pier #1 1000ft 2800ft 12m 088 Pin-Fix 1500 psi 24 000 psi Yes 8m \ Analysis Data | Height/Length (H/L)*3 Rel Defl Sum Rigidity Rigidity = 001/Defl % Force to Pier Shear to Pier Relative Defl *10A5 M / (VDepth) Em Ev 1 Summdry | Shear Reinforcing fv=V/(12*est*]d) Fv w/o Reinf Fv w/Remf Honz Shear Av Req d Bending Reinforcing Moment @ End "d" to tension As Bending As Req d Pier #1 03571 00456 00929 10,76860 10768605 1 00 6590k 000m 0408 11250000 psi 450 000 0 psi Pier#1 2 89 psi 61 67 psi 92 51 psi NotReqdmA2/ft 65 90 k-ft 2450ft 0 08 m2 Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 14 September 2006 Mr Aaron Marcy Job No. 90-5706 2252 Fire Mountain Road Oceanside, CA 92054 Subject Foundation Plan Review Proposed Marcy Residence 184 Chestnut Street Carlsbad, California Dear Mr Marcy As requested and as required by Esgil Corporation in their Carlsbad Plan Check No 06-2269, we have reviewed the pertinent sections of the project structural plans related to the foundation and soil aspects These pertinent sections have been reviewed from a geotechnical engineering viewpoint to verify their adequate compliance with the recommendations presented in the geotechnical report prepared for the project by our firm The reviewed plans included a set of structural plans (18 sheets) prepared by SL Consulting Engineers The structural plans are dated January 31, 2006 The Carlsbad Plan Check No. 06-2269, Item No. 19 reads as follows "The soils engineer recommended that he/she review the foundation excavations Not$ on the foundation plan that 'Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report'" 7420 TRADE STREET* SAN DIEGO, CA 92121 • (858) 549-7222 • FAX (858) 549-1604 • EMAIL geotech@gei-sd com Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 2 In Item No. 20 of the Plan Check review it reads as follows "Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soils report) " We have reviewed only the pertinent parts of the structural plans In our opinion, the foundation pertinent parts of the plans have been found to be in general compliance with the recommendations presented in our February 14, 1990 (Job No 90-5706) Since formational soils are anticipated to be within the upper 2 feet of existing ground surface and the entire structure is going to have a basement, it is anticipated that all foundations will bear on formational soils Backfill material behind the temporary slope cuts for the basement walls cuts will need to be backfilled with properly compacted soils The structural plans reference the Civil Plans for a detail showing the waterproofing, backdram and subdram details We have not seen the Civil Plans but we understand that such detail is not a part of those plans Therefore, we recommend that the basement wall and other retaining walls be provided with a waterproofing membrane, geodram board, and subdrain as presented in the attached schematic drawing Figure No I Recommendations presented in the February 14, 1990, report remain applicable unless superseded in writing by our firm If temporary cuts steeper than 0 75 1 0 (horizontal to vertical) are required for the basement area, shoring very likely will be required No surcharge loads may be applied within 10 feet from the top of the temporary cuts We recommend that a copy of this letter be provided to the general contractor and subcontractors involved with the foundation aspects Proposed Marcy Residence Carlsbad, California Job No 90-5706 Page 3 LIMITATIONS The findings, opinions, and recommendations presented herein have been made in accordance with generally accepted principles and practice in the field of geotechnical engineering in the City of Carlsbad No warranty, either expressed or implied, is made If you have any questions regarding this letter, please contact our office Reference to our Job No. 90-5706 will help expedite a response to your inquiry Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime A Cerros, P E R C E 34422/G E 2007 Senior Geotechnical Engineer RECOMMENDED BASEMENT/SUBGRADE RETAINING WALL/EXTERIOR FOOTING DESIGN Exterior /Retaining Footing/Wall Lower-level Slab-on-grade or Crawlspace Sealant Proposed Exterior Grade To Dram al A Mm 2% Fall Away from Bldg Properly / Waterproofing Compacted To Top Of Wall Backfill Perforated PVC (SDR 35) 4" pipe with 0 5% mm slope, with bottom of pipe located 12" below slab or Interior (crawlspace) Sealant ground surface elevation, with 1 5 (cu ft) of grove! 1" diameter max, wrapped with filler cloth such as Miradram 6000 I Between Bottom 12" of Slab and I Pipe Bottom \ Miradram Cloth NOT TO SCALE NOTE As an option to Miradram 6000, Gravel or Crushed rock 3/4" maximum diameter may be used with a minimum 12" thickness along the interior face of the wall and 20 cu ft /ft of pipe gravel envelope Figure No I Job No 90-5706 Oeofec/inlcol Exploration, Inc. base—retain UPDATE REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Marcy Residence 184 Chestnut Avenue Carlsbad, California JOB NO. 90-5706 03 January 2005 Prepared for Mr. Aaron Marcy GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 03 January 2005 Mr Aaron Marcy Job No 90-5706 184 Chestnut Avenue Carlsbad, CA 92008 Subject Update Report of Preliminary Geotechnical Investigation Proposed Marcy Residence 184 Chestnut Avenue Carlsbad, California Dear Mr Marcy In accordance with your request, Geotechnical Exploration, Inc has prepared this update report of geotechnical investigation for the subject site This firm previously issued a report titled "Report of Soil Investigation - Proposed Two Unit Condominium Project, 184 Chestnut Avenue, Carlsbad, California," dated February 14, 1990 (Job No 90-5706) If the conclusions and recommendations presented in this update report are incorporated into the design and construction of the proposed residence and associated improvements, it is our opinion that the site is suitable for the proposed project This opportunity to be of service is sincerely appreciated Should you have any questions concerning the following report, please do not hesitate to contact us Reference to our Job No 90-5706 will expedite a response to your inquiries Respectfully submitted, GEOJECHNICAL EXPLORATION, INC Jaime A Cerros, P E R C E 34422/G E 2007 Senior Geotechnical Engineer 7420 TRADE STREET • SAN DIEGO CA 92121 • (858) 549 7222 • FAX (858) 549 1604 • E MAIL geotech@'xpres com TABLE OF CONTENTS II PROJECT SUMMARY SITE DESCRIPTION III FIELD INVESTIGATION IV SOIL DESCRIPTION V GROUNDWATER VI SEISMIC CONSIDERATIONS VII LABORATORY TESTS AND SOIL INFORMATION VIII CONCLUSION AND RECOMMENDATIONS IX GRADING NOTES X LIMITATIONS PAGE 1 2 3 3 4 5 6 8 21 22 FIGURES I Vicinity Map II Plot Plan IIIa-c Excavation Logs IV Laboratory Data Summary APPENDICES Unified Soil Classification System UPDATE REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Marcy Residence 184 Chestnut Avenue Carlsbad, California Job No. 90-5706 The following report presents the findings and recommendations of Geotechnical Exploration, Inc for the subject project (for project location see Figure No I) I PROJECT SUMMARY It is our understanding, based on review of a preliminary plan provided by Mr Marcy, that it is proposed to demolish the existing residential structure and improvements on the site and to develop the site to receive a new single-family residence with an attached garage and associated improvements (see Figure No II for Plot Plan) The proposed structure is to be a maximum of two stories in height and is to be constructed of standard-type building materials utilizing a concrete slab-on-grade floor With the above in mind, the Scope of Work performed for this investigation is buefly outlined as follows 1 Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System (refer to Appendix A and Figure No III) 2 Recommend site preparation and grading procedures 3 Recommend the allowable bearing capacities for the on-site medium dense to dense natural soils or properly compacted fills Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 2 4 Recommend preliminary foundation design information and provide passive earth pressures to be utilized in design for resistance to lateral loads 5 Evaluate the settlement potential of the bearing soils under the anticipated structural loads Our subsurface investigation, conducted in 1990, revealed that the site is underlain by dense, formational terrace deposits overlain with approximately 2 feet of loose fill soil and topsoil materials These loose fill soils and topsoils will not provide a stable soil base for the proposed structure and associated improvements As such, we recommend that these surficia! soils be completely removed or moisture conditioned and recompacted as part of site preparation prior to the addition of any new fill or structural improvements II SITE DESCRIPTION The property is known as Assessor's Parcel No 204-122-12-00, Lot 8 of Block B, according to Recorded Map No 1747 The rectangular-shaped site, consisting of approximately 0 10-acre, is located at 184 Chestnut Avenue in the City of Carlsbad The property is bordered on the north and west by similar residential properties, on the south by Chestnut Avenue, and on the east by Garfield Street Existing structures on the site include a single-story duplex residential structure with adjacent fences and concrete walkways, a storage shed and associated improvements Vegetation on the site consists primarily of several large trees, shrubbery, weeds and lawn grasses The property consists of a relatively level building pad with a gentle slope to the west The building pad is at an approximate elevation of 55 feet above mean sea level (MSL) Elevations across the property range from approximately 61 feet Proposed Marcy Residence Job No 90-5 706 Carlsbad, California Page 3 above MSL along the east side of the property to 55 feet above MSL along the west side of the property Survey information concerning approximate elevations across the site was obtained from a Topographic Survey prepared by Walters Land Surveying, dated May 19, 2004 III FIELD INVESTIGATION The original field work was performed on January 30, 1990, and consisted ol the excavation of three exploratory handpits in areas where the proposed residential structure and improvements are to be located in order to obtain representative soil samples to define the soil profile across the property The soils encountered in the exploratory handpits were logged by our field representative, and samples were taken of the predominant soil types Excavation logs have been prepared on the basis of our observations and laboratory test results and are presented as Figure No III The soils encountered in the excavations have been classified in conformance with the Unified Soil Classification System (refer to Appendix A) IV SOIL DESCRIPTION Our investigation revealed the site is underlain at depth by dense, formational terrace deposit materials, with approximately 2 feet of surficial fill soil and topsoil encountered in the proposed building areas The surficial soils consisted of loose, red-brown, silty, fine to medium sand with abundant roots The formational terrace deposits consist of orange-brown, fine to medium sand with some silt and roots The on-site fill soils, topsoils and formational terrace deposits are considered to have a low expansion potential In their present condition, the surficial fill soils and topsoils will not provide a stable base for the proposed residential structure and associated improvements As such, Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 4 we recommend that these surficial soils be completely removed or moisture conditioned, and recompacted as part of site preparation prior to the addition ol any new fill or structural improvements V GROUNDWATER No groundwater was encountered during the course of our field investigation and we do not anticipate significant groundwater problems to develop in the future if the property is developed as proposed and proper drainage is maintained It should be kept in mind, however, that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously The appearance of such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction On properties such as the subject site where dense, low permeability soils and/or formational materials exist at shallow depths, even normal landscape irrigation practices or periods of extended rainfall can result in shallow "perched" water conditions The perching (shallow depth) accumulation of water on a low permeability surface can result in areas of persistent wetting and drowning of lawns, plants and trees Resolution of such conditions, should they occur, may require site-specific design and construction of subdram and shallow "wick" cram dewatering systems Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 5 It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future When site fill or formational soils are fine-grained and of low permeability, water problems may not become apparent for extended periods of time Water conditions, where suspected or encountered during construction, should be evaluated and remedied by the project civil and geotechnical consultants The project developer and homeowner, however, must realize that post-construction appearances of groundwater may have to be dealt with on a site-specific basis VI SEISMIC CONSIDERATIONS The San Diego County area, as most of California, is located in a seismically active region The San Diego area has been referred to as the eastern edge 01 the Southern California Continental Borderland, an extension of the Peninsular Ranges Geomorphic Province The borderland is part of a broad tectonic boundary between the North American and Pacific Plates The plate boundary is dominated by a complex system of active major strike-slip (right lateral), northwest-trending faults extending from the San Andreas Fault, about 70 miles east, to the San Clemente Fault about 50 miles west of the San Diego metropolitan area Based on a review of available published information, including the County of San Diego Faults and Epicenters Map and the geologic map for this area (Weber, 1982), there are no faults known to pass through the site The prominent fault zones generally considered to have the most potential for earthquake damage in the vicinity of the site are the active Rose Canyon and Coronado Bank fault zones mapped approximately 5 and 20 miles southwest of the site, respectively, and the Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 6 active Elsmore and San Jacinto fault zones mapped approximately 38 and 42 miles northeast of the site, respectively Although research on earthquake prediction has greatly increased in recent years, seismologists and geologists have not yet reached the point where they can predict when and where an earthquake will occur Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed residence may be subject to the effects of at least one moderate to major earthquake during its design life During such an earthquake, the danger from fault offset through the site is remote, but relatively strong ground shaking is likely to occur No soil liquefaction or soil strength loss is anticipated to occur due to a seismic event that might be felt at the site We recommend that existing loose surficial soils be removed and properly recompacted In addition, dense formational soils were observed to exist at a depth of approximately 2 feet below the existing surface VII LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on disturbed and relatively undisturbed soil samples during the course of our 1990 soil investigation in order to evaluate their physical and mechanical properties and their ability to support the proposed residential structure and improvements The following tests were conducted on the sampled soils 1 Moisture/Density Relations (ASTM Dl557-78, Method A) 2 Moisture Content (ASTM D2216-80) 3 Mechanical Analysis (ASTM D422-72) Proposed Marcy Residence Carlsbad, California Job No 90-5706 Page 7 Laboratory compaction values (ASTM D1557) establish the optimum moisture content and the laboratory maximum dry density of the tested soils This test provides preliminary information for use by the field soils technician during the initial stages of grading The moisture content of a soil sample is a measure of the water content, expressed as a percentage of the dry weight of the sample The mechanical analysis (ASTM D422) aids in classifying the tested soils according to the Unified Soil Classification System and provides qualitative information related to engineering characteristics such as expansion potential, permeability, and shear strength The expansion potential of soils is determined, when necessary, utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No 29-2) In accordance with the UBC (Table 18-1-B), potentially expansive soils are classified as follows EXPANSION INDEX 0 to 20 21 to 50 51 to 90 91 to 130 Above 130 POTENTIAL EXPANSION Very low Low Medium High Very high Based on our particle-size test results, our visual classification, and our experience with similar soils, it is our opinion that the on-site fill/topsoils and formal lonal materials have a very low expansion potential, with an expansion index of less than 20 Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 8 Based on the laboratory test data, our observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned conservative values for the angle of internal friction and cohesion for those soils that will provide significant lateral support or bearing functions on the project The assigned values have been utilized in developing the recommended bearing value as well as passive earth pressure design criteria for resistance to lateral loads VIII CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based on the practical field investigation conducted by our firm, and laboratory tests, in conjunction with our knowledge and experience with the soils in this area of the City of Carlsbad The primary feature of concern at the site is the loose condition of the topsoils and existing fill soils To minimize the potential for excessive total and differential settlements resulting from compression of these materials, we recommend that they be completely removed or removed and recompacted in all areas of new construction Grading and foundation recommendations are presented in the following sections The opinions, conclusions and recommendations presented in this report are contingent upon Geotechnical Exploration, Inc being retained to review the final plans and specifications as they are developed and to observe the site earthwork and installation of foundations A. Preparation of Soils for Site Development 1 Clearing and Stripping The existing structures and vegetation observed on the site should be removed prior to the preparation of the building pad and Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 9 areas of associated improvements This includes any roots from existing trees and shrubbery Holes resulting from the removal of root systems or other buried obstructions that extend below the planned grades should be cleared and backfilled with properly compacted fill Treatment of Ex/sting Fill and Topsoil In order to provide suitable founda- tion support for the proposed residence and associated improvements, we recommend that all existing fill soils and topsoils that remain after the necessary site excavations have been made be removed and recompacted It is our understanding that excavation for the proposed garage will involve cuts of approximately 2 5 to 4 5 feet, resulting in soil retaining conditions The recompaction work should consist of (a) removing all existing fill and topsoi! down to the native formational terrace deposit materials, (b) scarifying, moisture conditioning, and compacting the exposed natural subgrade soils, and (c) replacing the fill material as compacted structural fill The areal extent and depth required to remove the fills should be determined by our representative during the excavation work based on his examination of the soils being exposed Any unsuitable materials (such as oversize rubble and/or organic matter) should be selectively removed as directed by our representative and disposed of off-site When feasible, the excavation should extend at least 5 feet beyond the perimeter of the proposed structure Any rigid improvements founded on the existing loose surface soils can be expected to undergo movement and possible damage Geotechnical Exploration, Inc takes no responsibility for the performance of any improvements built on loose natural soils or inadequately compacted fills Any exterior area to receive concrete improvements should be verified for compaction and moisture within 48 hours prior to concrete placement Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 10 Subgrade Preparation After'the site has been cleared, stripped, and the required excavations made, the exposed subgrade soils in areas to'receive fill and/or building improvements should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill Expansive Soil Conditions We do not anticipate that medium or highly expansive clay soils will be encountered during grading Should such soils be encountered and used as fill, however, they should be scarified, moisture conditioned to at least 5 percent above optimum moisture content, compacted to at least 90 percent, and placed in non-building areas Material for Fill All existing on-site soils with an organic content of less than 3 percent by volume are, in general, suitable for use as fill Any required imported fill material should be a low-expansion potential (Expansion Index of 30 or less per ASTM D4829-95), granular soil with a plasticity index of 12 or less In addition, both imported and existing on-site materials for use as fill should not contain rocks or lumps more than 6 inches in greatest dimension All materials for use as fill should be approved by our firm prior to filling Fill Compaction All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM D1557-98 Fill malenal should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either (1) aerating the fill if it is too wet, or (2) moistening the fill with water il it is too dry Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture Moisture content should be at least witnm 2 percent (plus or minus) of the optimum moisture Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 11 No uncontrolled fill soils should remain on the site after completion of the site work In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils should be removed and/or recompacted prior to completion of the grading operation 7 Trench and Retaining Wall Backfill All backfill soils placed in utility trenches or behind retaining walls should be compacted to at least 90 percent of Maximum Dry Density Our experience has shown that even shallow, narrow trenches (such as for irrigation and electrical lines) that are not properly compacted, can result in problems, particularly with respect to shallow groundwater accumulation and migration Backfill soils placed behind retaining walls and/or crawl space retaining walls should be installed as early as the retaining walls are capable of supporting lateral loads B Design Parameters for Proposed Foundations 8 Footings We recommend that the proposed residence be supported on conventional, individual-spread and/or continuous footing foundations bearing on undisturbed formattonal materials and/or well-compacted fill material All footings should be founded at least 18 inches below the lowest adjacent finished grade Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1510 plane projected upward from the bottom edge of the adjacent utility trench otherwise it will need to be placed where it will not impact the foundation At the recommended depths, footings may be designed for allowable bearing pressures of 2,500 pounds per square foot (psf) for combined dead and live loads and 3,300 psf for all loads, including wind or seismic The footings should, however, have a minimum width of 12 inches Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 12 All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities We recommend that a minimum of two No 4 top and two No 4 bottom reinforcing bars be provided in the footings A minimum clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing Isolated square footings should contain, as a minimum, a grid of three No 4 steel bars on 12-inch centers, both ways In order for us to offer an opinion as to whether the footings are founded on soils of sufficient load bearing capacity, it is essential that our representative observe the footing excavations prior to the placement of reinforcing steel or concrete NOTE The project Civil/Structural Engineer should review all reinforcing schedules The reinforcing mmimums recommended herein are not to be construed as structural designs, but merely as minimum reinforcement to reduce the potential for cracking and separations Seismic Design Criteria Site-specific seismic design criteria to calculate the base shear needed for the design of the residential structure are presented in the following table The design criteria was obtained from the California Building Code (2001 edition) and is based on the distance to the closest active fault and soil profile classification The nearest active fault is approximately 5 miles from the site Proposed Marcy Residence Carlsbad, California Job No 90-5706 Page 13 Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Type Value 0 40 Sc 0 40Na 0 56NV 1 0 1 1 B Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U 10 Lateral Loads Lateral load resistance for the structure supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade An allowable friction coefficient of 0 4O is considered applicable An additional allowable passive resistance equal to an equivalent fluid weight of 300 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed formational terrace materials and/or compacted fill materials These lateral resistance values assume a level surface in front of the footing for a minimum distance of three times the embedment depth of the footing and any shear keys 11 Settlement Settlements under building loads are expected to be within tolerable limits for the proposed residence on approved bearing siols For footings designed in accordance with the recommendations presented in the preceding paragraphs, we anticipate that total settlements should not exceed 1 inch and that post-construction angular rotation should be less than 1/240 C Concrete Slab-on-grade Criteria 12 Minimum Floor Slab Reinforcement Based on our experience, we have found that, for various reasons, floor slabs occasionally crack, causing brittle surfaces such as ceramic tiles to become damaged Therefore, we Proposed Marcy Residence Job No 90-5)706 Carlsbad, California Page 14 recommend that all slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur 12 1 Interior floor slabs should be a minimum of 4 inches actual thickness and be reinforced with No 3 bars on 18-inch centers, both ways, placed at midheight in the slab The slabs should be underlain by a 2- mch-thick layer of clean sand (S E =30 or greater) overlying a moisture retardant membrane over 2 inches of sand Slab subgrade soil should be verified by a Geotechnical Exploration, Inc representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete 12 2 Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials 13 Concrete Isolation Joints We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs The joints and cuts$ if properly placed, should reduce the potential for and help control floor slab cracking We recommend that concrete shrinkage joints be spaced no farther than approximately 20 feet apart, and also at re-entrant corners However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 15 14 Slab Moisture Emission Soil moisture vapor can result in damage to moisture-sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mold and staining on slabs, walls and carpets The common practice in Southern California is to place vapor retarders made of PVC, or of polyethylene PVC retarders are made in thickness ranging from 10- to 60-mil Polyethylene retarders, called visqueen, range from 5- to 10-mil in thickness The thicker the plastic, the stronger the resistance will be against puncturing Although polyethylene (visqueen) products are most commonly used, products such as Vaporshield possess much higher tensile strength and are more specifically designed for and intended to retard moisture transmission into concrete slabs The use of Vaporshield or equivalent is hsghly recommended when a structure is intended for moisture-sensitive floor coverings or uses 14 1 Vapor retarder joints must be lapped and sealed with mastic or the manufacturer's recommended tape To provide protection of the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom should also be provided No heavy equipment, stakes or other puncturing instruments should be used on top of the liner before or during concrete placement In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc All these construction deficiencies reduce the retarder's effectiveness Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 16 14 2 The vapor retarders are not waterproof They are intended to help prevent or reduce vapor transmission and capillary migration through the soil into the pores of concrete slabs Waterproofing systems must supplement vapor retarders if full waterproofing is desired The owner should be consulted to determine the specific level of protection required 15 Exterior Slab Reinforcement As a minimum for protection of on-site improvements, we recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc ), be founded on properly compacted and tested fill or dense native formation and underlain by no more than 3 inches of clean leveling sand, with No 3 bars at 18-inch centers, both ways, at the center of the slab, and contain adequate isolation and control joints The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction It is therefore important that all improvements are properly designed and constructed for the existing soil conditions The improvements should not be built on loose soils or fills placed without our observation and testing For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners Control jomis in exterior slabs should be sealed with elastomenc joint sealant The sealant should be inspected every 6 months and be properly maintained 16 Concrete Pavement Driveway pavement, consisting of Portland cement concrete at least 51/2 inches in thickness, may be placed on properly compacted subgrade soils The concrete should be at least 3,500 psi compressive strength, with control joints no farther than 15 feet apart Proposed Marcy Residence Job No 9CM>706 Carlsbad, California Page 17 Pavement joints should be properly sealed with permanent joint sealant, as required in sections 201 3 6 through 201 3 8 of the Standard Specifications for Public Work Construction, 2003 Edition Subgrade soil for the driveway should be compacted to at least 90 percent of Maximum Dry Density D. Slopes 17 Temporary and Permanent Slopes A representative of Geotechnical Exploration, Inc. must observe any steep temporary slopes during construction In the event that soils and formational material comprising a slope are not as anticipated, any required slope design changes would be presented at that time We recommend that any new permanent cut or fill slopes up to 5 feet in height be constructed at an inclination no steeper than 2010 (horizontal to vertical) Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes at the subject site should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA 18 Slope Top/Face Performance The soils that occur in close proximity to the top or face of even properly compacted fill or dense natural ground cut slopes often possess poor lateral stability The degree of lateral and vertical deformation depends on the inherent expansion and strength characteristics of the soil types comprising the slope, slope steepness and height, loosening of slope face soils by burrowing rodents, and irrigation and vegetation maintenance practices, as well as the quality of compaction of fill soils Structures and other improvements could suffer damage due to these soil Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 18 movement factors if not properly designed to accommodate or withstand such movement 19 Slope Top Structure Performance Rigid improvements such as top-of-slope walls, columns, decorative planters, concrete flatwork, swimming pools and other similar types of improvements can be expected to display vsrying degrees of separation typical of improvements constructed at the top of a slope The separations result primarily from slope top lateral and vertical soil deformation processes These separations often occur regardless of oemg underlain by cut or fill slope material Proximity to a slope top is often the primary factor affecting the degree of separations occurring Typical and to-be-expected separations can range from minimal to up to 1 inch or greater in width In order to minimize the effect of slope-top lateral soil deformation, we recommend that the top-of-slope improvements be designed with flexible connections and joints in rigid structures so that the separations do not result in visually apparent cracking damage and/or can be cosmetically dressed as part of the ongoing property maintenance These flexible connections may include "slip joints" in wrought iron fencing, evenly spaced vertical joints in block walls or fences, control joints with flexible caulking in exterior flatwork improvements, etc In addition, use of planters to provide separation between top-of-5lope hardscape such as patio slabs and pool decking from top-of-slope walls can aid greatly in reducing cosmetic cracking and separations in exterior impiove- ments Actual materials and techniques would need to be determined by the project architect or the landscape architect for individual properties Steel dowels placed in flatwork may prevent noticeable vertical differentials, but if provided with a slip-end they may still allow some lateral displacement Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 19 E. Retaining Walls 20 Wall Design Pressures The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing on-site or imported, verv low expansive to low expansive soils [El less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only) For 2010 sloping backfill, the equivalent fluid weight shall be not less than 52 pcf utilizing low expansive backfill Clayey soils shall not be used as wall backfill material, except as capping material in the upper 1 foot In the event that a retaining wall is to be designed for a restrained condition (such as for basement retaining walls), a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall shall be included in the wall design pressure Any loads placed on the active wedge behind the wall shall be included in the design by multiplying the load weight by a factor of 0 32 For restrained walls, use a factor equal to 0 52 The retaining wall and/or building retaining wall plans shall indicate that the walls shall be backfilled with very low to low expansive soils (EI=less than 50) 21 Wall Drainage Proper subdrams and free-draining backwall materical or geofabnc drainage shall be installed behind all retaining walls (in addition to proper waterproofing) on the subject project Geotechnical Exploration, Inc will assume no liability for damage to structures or improvements that is Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 20 attributable to poor drainage The architectural plans shall clearly indicate that the subdrams for any lower-level walls shall be placed at an elevation at least 1 foot below the bottom of the lower-level slabs At least 0 5-percent fall shall be provided for the subdram The subdram shall be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, arid be wrapped with Mirafi 140N filter or equivalent In general, guidelines and requirements of Chapter 18 and its Appendix (CBC 2001 Edition) shall be followed for wall waterproofing F. Site Drainage Considerations 22 Surface Drainage Adequate measures should be taken to properly finish- grade the lot after the residence and other improvements are in place Drainage waters from this site and adjacent properties should be directed away from the footings, floor slabs, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities provided by the project civil engineer Roof gutters and downspouts should be installed on the residence, with the runoff directed away from the foundations via closed drainage lines Proper subsurface and surface drainage will help minimize the potential for waters to seek the level o'~ the bearing soils under the footings and floor slabs Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements on the site or cause other moisture-related problems Currently, the Uniform Building Code requires a minimum 2-percent surface gradient for proper drainage of building pads unless waived by the building official Concrete pavement may have a minimum gradient of 0 5-percent CHI Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 21 In addition, appropriate erosion control measures should be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations or ponding on finished building pad areas 23 Planter Drainage Planter areas, flower beds and planter boxes should be sloped to dram away from the footings and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls Any planter areas adjacent to the residence or surrounded by concrete improvements should be provided with sufficient area drains to help with rapid runoff disposal No water should be allowed to pond adjacent to the residence or other improvements or anywhere on the site G. General Recommendations 24 Project Start Up Notification In order to minimize any work delays during site development, this firm should be contacted 48 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils If possible, placement of formwork and steel reinforcement m footing excavations should not occur prior to observing the excavations, in the e^/ent that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i e , deepening the footing excavation, recompactmg soil in the bottom of the excavation, etc ) IX GRADING NOTES Geotechnical Exploration, Inc. recommends that we be retained to verify the actual soil conditions revealed during site grading work and footing excavation to be CHI Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 22 as anticipated in this "Update Report of Preliminary Geotechnical Investigation" for the project In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance All retaining wall and trench backfill should be properly compacted Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing X LIMITATIONS Our conclusions and recommendations have been based on available data obtained from our field investigation and laboratory analysis, as well as our experience with similar soils and formational materials located in this area of Carlsbad Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures It is, therefore, necessary thai all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed In the event discrepancies are noted, additional recommendations may be issued, if required The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care m our profession within the County of San Diego No warranty is provided This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision Proposed Marcy Residence Job No 90-5706 Carlsbad, California Page 23 It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans We should be retained to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans This firm does not practice or consult in the field of safety engineering We do not direct the contractor's operations, and we cannot be responsible for the safet/ of personnel other than our own on the site, the safety of others is the responsibility of the contractor The contractor should notify the owner if he considered any of the recommended actions presented herein to be unsafe The firm of Geotechnical Exploration, Inc shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval Once again, should any questions arise concerning this report, please feel free to contact the undersigned Reference to our Job No 90-5706 will expedite a reply to your inquiries Respectfully submitted, GEOTECHNICAL EXPLORATION, INC Heiser Jaime A >_^, ,>,_,,-. ,_ (, Senior Project Geologist R C E 34422/,G ~E '2007 Senior Geotechnical Engineer^ \ ' -— * k v-i v "• " « ~~ 1- i .... '.. I/ . / II--4 ' ~. I . / / _ . 1 _r- i1 \C L ''rl°>'' VICINITY MAP Thomas Bros Guide San Diego County pg 1106 Proposed Marcy Residence 184 Chestnut Avenue Carlsbad, CA Figure No I Job No 90-5706 >o SVI >o ZO =iO -o TOo mD I 1 I I I I 55 oo — in ^*- T> (D S o <n >Q Q- O) D 3 I <» SCD Q-3 o Q !" U Bl3 » 5 JT 53 "c (D Q.QJJ .>oS °- S°o 0) (D D o <D a 07 x iQ c mD -o XJ O TJm O I —. \j <LoT Q-3 rr•"Jffl il"i Q. m Cb 0«r QL -i U" ™- ^QI or 5r 3UI8^5-<j;s«^J ouS^ <* =o 5^§a i,. ,2"^^ 3T « G\ ^-^3 ^a, ai? =? 3 0 Q, § «tS a Q) I <D a 70• m n m i I 2 m Q. 7^- Sidewalk •o 0 •oI GARFIELO STREET EQUIPMENT Hand Tools SURFACE ELEVATION Approximately 59' MSL DIMENSION & TYPE OF EXCAVATION GROUNDWATER DEPTH Not Encountered DATE LOGGED 1/30/90 LOGGED BY JKH t— u_ I— Q- Ul O - J 1 _ — _ — - 7J —SYMBOLMnl W1TT J AVi J|! fe '|if I 11 * 't 'I SAMPLEI FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, with abundant roots and some gravel Loose Damp Red-brown -some concrete debris FILL FINE TO MEDIUM SAND, with some silt Dense Dry to damp Orange-brown FORMATION Bottom of hole @ 3 ' (SI SM SM 2. 1 1 i UJ 3! Q_ ^ si — , u Q. UJ <X. h- i zr2: ui •-. Q S. Ul f fV g? i— ( OO \— •— Q- 0o s: 9 0 „ — „ ^ ti Q ~S ^* ^~ x ^g uiS o 128 ^-, a 0 h— >— ( 14- in o Ul &« ,-. -- + ' _j Z CD X CD Ul c_> 1—u. l/l H- 3 Zo r> —1 O CO (_> o o O^ l/"l Ul 1 . 1_J 3: Is WATER TABLE X] LOOSE BAG SAMPLE (7] IN-PLACE SAMPLE H DRIVE SAMPLE 00 SAND CONE/F D T JOB NAME Proposed Marcv Residence SITE LOCATION Chestnut Street, Carlsbad, CA JOB NUMBER 90-5706 FIGURE NUMBER I I la REVIEWED 3Y LOG No HP- 1 EQUIPMENT Hand Tools SURFACE ELEVATION Approximately 58' MSL DIMENSION & TYPE OF EXCAVATION 3' x 3' x 3' Pit GROUNDWATER DEPTH Not Encountered DATE LOGGED 1/30/90 LOGGED BY JKH 1—u_ 1— Q_ UJ Q - - — - 1 - — - ~ 2 - - 3 - —SYMBOLJ^f Vf II I I1 • 1 UJ Q-s: «£ I/O FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SILTY FINE TO MEDIUM SAND, with abundant roots and some glass debris on surface Loose to medium dense Damp Red-brown FILL/TOPSOIL FINE TO MEDIUM SAND, with some silt Dense Dry to damp Orange-brown FORMATION Bottom of hole @ 3 ' ZD SM SM 2. UJ UJ c_> ct Q_ UO •z, o — ~ o CL UJ Q_ OO —• 0 S. UJ (—4 LO 0. 0 O 3E , °= "^o s. >-=> 1—y | | X Z < UJS: Q ^ o CD UJ &3 , " 1 -1- — 1 'Z. O ct OO Q- Z X O 1 1 1 (_J y— u. 1— 3 z: O ZD —1 O m ^j Q O LU UJ Q- <_)z; = WATER TABLE ^ LOOSE BAG SAMPLE [T] IH-PLACE SAMPLE B DRIVE SAMPLE \j] SAND CONE/F D T JOB NAME Proposed Marcy Residence SITE LOCATION Chestnut Street, Carlsbad, CA JOB NUMBER 90-5706 FIGURE NUMBER 1Mb REVIEWED BY UD LOG No HP-2 EQUIPMENT Hand Tools SURFACE ELEVATION Approximately 57' MSL DIMENSION & TYPE OF EXCAVATION 3' x 3' x 3' Pit GROUNDWATER DEPTH Not Encountered DATE LOGGED 1/30/90 LOGGED BY JKH i— n:i— IX UJen - - 1 - — — - - 3 SYMBOLt t-4-T 4J ri UJ O-E: 1/1 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) S1LTY FINE TO MEDIUM SAND, with abundant roots Loose Damp Red-brown FILL FINE TO MEDIUM SAND, with some silt Dense Dry to damp Orange-brown FORMATION Bottom of hole @ 3' ^SM SM »* UJ UJ Q. l/l 51 Q. LU <£ 1— Q. OO 1 ^ Z UJ " Q _ 2. z: ^ SUi— •— Q- 0 O X , — s ^ ZD |— x zr ^ UJ i Q ^-^ Q ° 1— to o UJ ^3 . — . ^ 1 — I " O<C t>o D "Z.•>• o UJ CJ 1 — u_ h- 3 Zo ra _l O CO !_) Q 0 UJ li I V V WATER TABLE [X] LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE H DRIVE SAMPLE LI] SAND CONE/F D T JOB NAME Proposed Marcy Residence SITE LOCATION }8k Chestnut Street, Carlsbad, CA JOB NUMBER 90-5706 FIGURE NUMBER I I Ic REVIEWED BY UD 00 LOG No HIP-3 140 130 120 110 100 90 80 ua. t— 1—4 IjJ t— t— 1 Z Z3 a:a \ \ ' \ \\ \ \ \\ / 1 LABORATORY SOIL DATA SUMMARY \ A-j \ \ \ \ \ T \ V \\\\\_> A \_\ \ MAXIMUM DRY DENSITY (pcf) OPTIMUM MOISTURE CONTENT (X) \ A YASA A$A\ \ ^- -^S\ i .- VVK P V\Sx\ A\K\\\ 1 2 3 128 s o 10 8 6 4 2 \ \ \ , ASSIGNED SHEAR DATA APPARENT COHESION (psf) APPARENT FRICTION ANGLE 1 100 32° 2 3 Gravel o 1 X V 0 — 2 70x K~~ 2 6C ^2 \vvK Sand C^a^se T Mec i un U D Fine S stancard s S 2 1 0 00 T_T * t * L 1 -••, I r'J i • ii *^" O~ ^s — — ~~^^_ -7 \ Hw3r~""^^-^ /- 1ri\ Ai Jlli. i i i ! L.J \ \ 'r ' Fine 5 Sil ieve sizes C i ay j 1 _ J f-j ^T r^ <n O O •V ^-. O «_) O O O ._. O O O O PECIFIC GRAVITY ERO AIR VOIDS CURVES 0 10 20 30 40 LABORATORY COMPACTION TEST SOIL TYPE 1 2 3 SOIL CLASSIFICATION SILTY FINE TO MEDIUM SAND Red-brown SWELL TEST DATA 1 2 INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT (%) LOAD (psf) UBC EXPANSION INDEX <20 3 BORING No TREN No HP- :H DEPTH 1 1 ' FIGURE NUMBER M JOB NUMBER 90-5706 /ifP^ rtfi^ ID APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No 200 sieve) GRAVELS, CLEAN GRAVELS (More than half of coarse fraction is larger than No 4 sieve size, but smaller than 3 ) GRAVELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No 4 sieve) SANDS WITH FINES (Appreciable amount) GW Well-graded gravels, gravel and sand mixtures, little or no fines GP Poorly graded gravels gravel and sand mixtures, little or no fines GC Clay gravels, poorly graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands little or no fines SP Poorly graded sands, gravelly sands, little or no fines SM Silty sands, poorly graded sand and silty mixtures SC Clayey sands poorly graded sand and clay mixtuies FINE-GRAINED (More than half of material is smaller than a No 200 sieve) SILTS AND CLAYS Liquid Limit Less than 50 Liquid Limit Greater than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands rock flour sandy silt and clayey-silt sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays silty clays, clean clays OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity PT Peat and other highly organic soils City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Apohcant Information MARCY RESIDENCE CB062269 184 CHESTNUT AVENUE 204-122-13-00 AARON MARCY DEMO EXISTING 916 SFD,BIIILD NEW 1919 SFD V-N 1 New Dwelling Units 1919 Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area Date -SCHOOL •DISTRICT!ICTS WITHIN THE CITY OF CARLSBAD Ca^istfad Unified School District X6225 El Cammo Real Carlsbad CA 92009 (330-5600) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MaiaWay San Marcos CA 92069 (290 2649) Contact Nancy Dolce (By Appt Only) Encmitas Union School District 101 South Rancho Santa Fc Rd Encmitas CA 92024 (944-4300 cxt 166) San Dieguito Union High School District 710 Encmitas Blvd Encmitas CA 92024 (753 6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be mcoirect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf.of the Owner Signature Revised 3/30/2006 Date SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) ******************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Revised 3/30/2006 ^CARLSBAD UNIFIED SCHOOL DISTRICT [ [ JEFFERSON ELEMENTARY \ \ AVIARA OAKS ELEMENTARY | _ ] CARLSBAD HIGH SCHOOL \ \ MAGNOLIA ELEMENTARY [ | AVIARA OAKS MIDDLE SCHOOL | [ CARLSBAD VILLAGE ACADEMY [ | CALAVERA HILLS SCHOOL \ \ PACIFIC RIM | | VALLEY MIDDLE SCHOOL [ | KELLEY SCHOOL \ \ CALAVERA HILLS MIDDLE SCHOOL \ | BUENA VISTA SCHOOL [ | HOPE SCHOOL [ | OTHER _ NO ? I RECEIVED FROM (If Applicable) PARENT Oi PAYMENT FOR ACCOUNT NUMBER gig ff & 3.15 - DATE 10 AMOUNT RECEIVED BY CASH CHECK #TOTAL i 3 ^ 1 71 5 ^^ *1TJ CD ^i ^r 1 "O D X\ j\J V* S ;si *C en > H ,0 Z w m G5 O O O1 !SS•nO O»:i?0» 77 i m ^imgi I CO O o ^°o ^ i| r~ m :is ox x §m sa» »0 81 x 23 rn "o rom 33 z r- c > m Q > F -\>'z.z^.•x.-vm*=-z^ ,-, -D m 2 g >^32°*>23g 3) r- ^ I S Oy. m o > g F1 2 zi Sm m ^- ?w 1 5ogzi CD m < w*°0i>. "n Co .T-, m O m do -n CO 05 < O> _ZJ co 00 CO TJ Oo 02-26-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07030 Building Inspection Request Line (760) 602-2725 Job Address 184 CHESTNUT AVCBAD Permit Type PCR Parcel No 2041221300 Lot# 0 Valuation $0 00 Construction Type NEW Reference # CB062269 Project Title MARCY RES- DEFERRED ELEVATOR SUBMITTAL Applicant MARCY AARON&DIANE 1998 FAMILY TRUST 2252 FIRE MOUNTAIN DR OCEANSIDE CA 92054 Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 02/12/2007 LSM 02/26/2007 02/26/2007 Owner MARCY AARON&DIANE 1998 FAMILY TRUST 2252 FIRE MOUNTAIN DR OCEANSIDE CA 92054 Plan Check Revision Fee Additional Fees $12000 $000 Total Fees $12000 Total Payments To Date $12000 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 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 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO ® PCgg>~7O3Q EST VAL Plan Ck Deposit _n ^ Validated By. Date Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parcel #Existing Use Proposed Use t a •"Vjiiii^v *T- "K- ^• Name Address City EUCw^fcfor. "_ D^AgentfoKContractor" 7D.Pwner::!l.,. D Agent,for Owner Telephone f Fax # Address City State/Zip Telephone it Name Address City State/Zip Telephone * SOiipiLriiAc^ -: FK>"* •••• /•:» i:i i-:r':'"-:nS5*r-:;rt •*(" :*-• --:r*s (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s License Law (Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom and the basi for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001) Name State License tt Designer Name State License # Address License Class Address City State/Zip City Business License tt City State/Zip Telephone # Telephone IE Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l 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 [3 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 worker s compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100J OR LESS) l~l 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 secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up 10 one hundred thousand dollars ($100 000) In addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE DATE !H: OWNER'BUILbERjDECWRAflON'l" ' '" .. ' '[ '.' \ ~ . 1".''' ~'.','.""".." '-" "I," ... IL- j ... ". ---' " *. " •& i-IP^ ' ";i I hereby affirm that I am exempt from the Contractor s License Law for the following reason Q 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) [~l I as owner of the property am exclusively contracting with licensed contractors to construct the project (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 contractorls) licensed pursuant to the Contractor s License Law) C] 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 C] YES QNO 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 number / 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 / dddress / phone number / 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 number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETEsTHIS SECTION FOR /VOW-/?£SAD£Jy7Mi BUILDING PERMITS ONLY . ; , '"';:'.5L.ir'-'. ;s I^ii::: il'.f'J'J '". V;:iSr "' '* 133E i:iiif§ Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? d YES [D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? f~l YES l~1 NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? L7J YES O NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code) 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 authorize representatives 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 LIABILITIES 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 excavations over 5 0" deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued bytjwibuilding Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not corrmilncej within 180 da«s fronyhe date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comm^nced'jMra penodcf 18piflys/(aBction 106 4 4 Uniform Building Code) LICANT S SIGNATURE DATE ELLOW Applicant PINK Finance - . EsGil Corporation In Partnership with government for Quitting Safety DATE February 22, 20O7 ^APPLICANT JURISDICTION City of Carlsbad TJTPCAN REVIEWER Q FILE PLAN CHECK NO PCR07O30 (CB062269) SET I PROJECT ADDRESS 184 Chesnut Ave PROJECT NAME Deferred Submittal for Elevator 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 I | The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck 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 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 Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ n PC 2/15/07 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1570 City of Carlsbad PCR07O3O (CBO62269) February 22, 2OO7 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad (CB062269) PREPARED BY Steve Sanders BUILDING ADDRESS 184 Chesnut Ave. PLAN CHECK NO PCRO7030 DATE February 22, 20O7 BUILDING OCCUPANCY R-3 TYPE OF CONSTRUCTION VN BUILDING PORTION Elevator Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Rlrin Pprmir FPP hu Orrlinanrp ^ Valuation Multiplier By Ordinance Reg Mod VALUE ($) Plan Check Fee by Ordinance Type of Review _j~l Repetitive Fee Repeats $12000 Complete Review D Other r-n Hourly Structural Only 1 Hour* Esgil Plan Review Fee $9600 * Based on hourly rate Comments Sheet 1 of 1 macvalue doc SL CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 92130 (858) 259-3776 FAX (858) 259-3848 PROJECT DETAIL No DESIGNED BY_ CFN MARCT RESIDENCE SHEET No SUE LIAO DATE FEB 2>, 2001 SCALE WA SL PROJECT NO 06001 _?k_CQNSULTING E N_G IN E ER S 12521 CARMEL CANYON ROAD SAN DIEGO. CALIFORNIA 92130 (858) 259-3776 FAX (858) 259-3848 PROJECT DETAIL No DESIGNED BY_ CFN MARCT RESIDENCE SHEET No SUE LIAO DATE FEB 8, 2001 SCALE SL PROJECT NO 0600] _i < w <*£"- v-}u:j<n£^ ai J Q^ &Sfe2^ o <C u_ O O LL i roo o LU ill O Sk_C_QNS_UL!l_NG ENGINEERS. 1252"! CARMEL CANYON ROAD SAN DIEGO. CALIFORNIA 92130 (858) 259-3776 FAX (858) 259-3848 PROJECT DETAIL No DESIGNED BY_ CFN MARCY RESIDENCE SUELIAO SHEET No DAI E FEB 8, 2001 SCALE WA SL PROJECT NO 06001 in(L<t Q o:ooi U- Q_ >- 1 i i — ty O ^ g5^§ QQZ •*P^ pJXtDQ_ iti -i = Q <f V* T —5«^s ^ Z {Qm2 O O O O O O = = = \S \9 £i O ® © 13 T5 TJ Q Q Q QL (K O O Q O O 114 SL CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 92130 (858) 259-3776 FAX (858) 259-3848 PROJECT DETAIL No DESIGNED BY_ CFN MARCT RESIDENCE 14 SHEET No $22 SUE LIAO DATE FEB 8, 2001 SCALE N/A SL PROJECT NO " POST PER PLAN 368" CGI BASE STUD HALL SILL PER PLAN 12" SOLID GROUTED CMU PER PLAN 6"X8" POST TO 12" CMU WALL CONNECTION STRUCTURAL CALCULATIONS (ELEVATOR RAIL SUPPORT POSTS) FOR MARCY RESIDENCE 184 CHESTNUT AVENUE CARLSBAD, CA 92008 SL CONSULTING ENGINEERS 12521 Carmel Canyon Road San Diego, CA 92130 (858) 259-3776 PROJECT NO 06001 FEBRUARY 2007 ro WJ207-3O - S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 Tel (858) 259-3776 Fax (858)259-3848 JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. IV H- CO (alb //If I f -f, = ' I ** pn * S.L. CONSULTING ENGINEERS 12521 CARMEL CANYON ROAD SAN DIEGO, CALIFORNIA 91230 Tel (858) 259-3776 Fax. (858)259-3848 SHEET NO CAinniATFnnv CHECKFD HY RT.ALP OF r>ATi= PIATF _ Ifrff Title Dsgnr Description Scope Job* Date 1142AM, 8FEB07 Rev 580006 User KW-0604855, Ver 5 8 0 1-Deo-2003 (0)1983-2003 ENEfteALC Engineering Software Timber Column Design Page 1 05011 ecw tower roof framing ^U-vJMU^i^^^-JJKJri^k^.kUIJlxJ^l Description POST 6x8 @ Elevator Rail Support General Information *& Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Wood Section Rectangular Column Column Depth Width Sawn (along y-y axis) (along x-x axis) 6x8 7 50 in 5 50 in Total Column Height Load Duration Factor Fc Fb E - Elastic Modulus 900ft 1 00 1 150 00 psi 1500 00 psi 1 600 ksi Douglas Fir - Larch Select structu Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending 000ft 900ft 900ft Loads Axial Load Eccentricity 0 000 in Applied Moment Max. Design Moment Dead Load 2,774 00 IDS 0 00 in-# OOOin-# Live Load 48000UJS 51 144 00 m-# 51,144.00in-# Short Term Load 000 IDs OOOin-# OOOin-4 I Summary — ... . Using 6x8, Width= 5 50m, Depth= 7 50m, DL + LL fc Compression Fc Allowable fbx Ftexural Pbx Allowable Interaction Value Stress Details 78 88 psi 82531 psi 991 88 psi 1 491 27 psi 06652 Total Column Ht= 9 00ft DL + LL + ST 78 88 psi 825 31 psi 991 88 psi 1 491 27 psi 06743 Column OK DL + ST 67 25 psi 825 31 psi 000 psi 1 491 27 psi 00815 Fc X-X 825 31 psi Fc Y-Y 1.150 00 psi PC Allowable 825 31 psi PC Allow * Load Dur Factor 825 31 psi Pbx 1 491 27 psi Pbx * Load Duration Factor 1,491 27 psi For Bending Stress Calcs Maxk*Lu/d 5000 Le Bending 16 56 ft (Lu-xx * NDS Table 333 factor) Rb (Led/bA2)A5 7019 Min Allow k*Lu / d 1100 Cf Bending 1 000 For Axial Stress Gates Cf Axial 1 000 Axial X-X kLu/d 1964 Axial Y-Y k Lu / d 0 00 11-01-2007 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR07181 Building Inspection Request Line (760) 602-2725 - Job Address Permit Type Parcel No Valuation Reference # Project Title 184 CHESTNUT AV CBAD PCR 2041221300 Lot# 0 $0 00 Construction Type NEW MARCY RES-TRUSS REVISIONS Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 10/11/2007 RMA 11/01/2007 11/01/2007 Applicant MARCY AARON&DIANE 1998 FAMILY TRUST 2252 FIRE MOUNTAIN DR OCEANSIDE CA 92054 Owner MARCY AARON&DIANE 1998 FAMILY TRUST 2252 FIRE MOUNTAIN DR OCEANSIDE CA 92054 Plan Check Revision Fee Additional Fees $12000 $000 Total Fees $120 00 Total Payments To Date $12000 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 then imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously 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 7606028558 Building Permit Application J°B ADDRESS ^d £6U25T ^^T AVer CT/PROJECt S \LOT # 1 PHASE (*# OF UNITS # BEDROOMS SUITE#/SPACEf)?UNIT# ft BATHROOMS - / APN TENANT BUSINESS NAME 4 '- CONSTR TYPE OCC GROUP DESCRIPTION OF WORK [Sec 70315 Business and Professions Code Any City or County which requires a permit to construct, alter improve demolish or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractors License Law {Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031S by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}) I Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations n 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 pi rmit is issued d 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 Insurance Co _________ Policy No _ Expiration Date ___ This section need not be completed if the permit is for one hundred dollars ($100) or less O 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 secure workers 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 compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees CONTRACTOR SIGNATURE DATE / hereby affirm that I am 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) O I as owner of the property am exclusively contracting with licensed contractors to construct the proiect (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 contraclor(s) licensed pursuant to the Contractor s License Law) D 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 properly improvement l~l Yes L! 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 (he mapr work (include name / address / phone' contractors license number) 5 I will provide some of the work hul 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 25C33 or 25534 of the Presley Tanner Hazardous Substance Account Act' Cl Yes n No Is the applicant or future building occupant required lo obtain a permit from the air pollution control district or air quality management dislncP O Yes D No Is the facility to be constructed within 1 000 feel of the outer boundary of a school site1 O Yes G No IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THl OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT , ..-• ,.-••->-, ...... ...,*...! ..../^f.J^l V..,^ I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) 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 thereby authorize 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 LIABILITIES 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 excavations over 5 0 deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if foa building or wort; authonzed by such permit is suspended or abandoned at any tome after the work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code) ^APPLICANT S SIGNATURE / Q/$JS>./I /V\(]/fijA DATEflJUM EsGil Corporation In Partnership with government for (Bmhfing Safety DATE October 3O, 2OO7 a APPLICANT JURISDICTION City of Carlsbad CTPEATTREVIEWER a FILE PLAN CHECK NO PCR07181 (orig. CBO62269) SET II PROJECT ADDRESS 184 Chestnut Ave. PROJECT NAME Truss Revision for the Marcy Residence 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 XI 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 Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 10/24/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 4y Fax (858) 560-1576 EsGil Corporation In (Partnership with government for <Bui[ifmg Safety DATE October 19, 2007 a APP4JCANT JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCR07181 (orig CBO62269) SET I PROJECT ADDRESS 184 Chestnut Ave. PROJECT NAME Truss Revision for the Marcy Residence 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 XI 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 Aaron Marcy 2252 Fire Mountain Dr Oceanside, CA 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Aaron Marcy Telephone # (760)473-1818 Date contacted Wf/^f (by/^) Fax # (760)757-0253 Mail Telephone ^/ Fa>W/ 'n Person REMARKS (V/h) By Steve Sanders Enclosures Esgil Corporation D GA D MB D EJ D PC 10/15/07 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 City of Carlsbad PCRO7181 (orig CBO62269) October 19, 20O7 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO PCR07181 (orig CB062269) JURISDICTION City of Carlsbad PROJECT ADDRESS 184 Chestnut Ave FLOOR AREA Truss Revision REMARKS DATE PLANS RECEIVED BY JURISDICTION 10/11/07 DATE INITIAL PLAN REVIEW COMPLETED October 19, 2007 STORIES HEIGHT DATE PLANS RECEIVED BY ESGIL CORPORATION 10/15/07 PLAN REVIEWER Steve Sanders FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and skate laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC The above regulations apply to residential construction, regardless of the code editions adopted by ordinance 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 Per Sec 106 4 3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i e . plan sheet number, specification section, etc Be sure to enclose the marked up list when you submit the revised plans City of Carlsbad PCRO7181 (orig CB062269) October 19, 2O07 Important Notice Regarding the 2007 CBC If you are an architect, engineer, designer or contractor that performs work within the State of California, please be advised that a new building code will take effect on January 1, 2008 The new building code is based on the 2006 International Building Code (IBC) and it is significantly different than the Uniform Building Code (UBC) All plan review applications submitted after December 31. 2007 will be required to comply with the new code The 2007 CBC is currently available for purchase directly from the International Code Council, at www iccsafe org • PLANS 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 1 Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations (California Business and Professions Code) 2 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 3 Please revise sheet S3 2 (roof framing plan) to reflect the revised trusses City of Carlsbad PCR07181 (orig CB062269) October 19, 2007 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 list? Please indicate Yes a No a 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 Steve Sanders at Esgil Corporation Thank you City of Carlsbad PCR07181 (orig. CB062269) October 19, 2007 VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad CB062269) PLAN CHECK NO PCRO7181 (orig. PREPARED BY Steve Sanders BUILDING ADDRESS 184 Chestnut Ave DATE October 19, 2007 BUILDING OCCUPANCY R-3 TYPE OF CONSTRUCTION VN BUILDING PORTION Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Valuation Multiplier By Ordinance Reg Mod VALUE ($) Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review PI Repetitive Fee r^n Repeats * Based on hourly rate Comments D Complete Review D Other r-i Hourly $12000 Structural Only Hour* Esgil Plan Review Fee $96 00 Sheet 1 of 1 macvalue doc OCEANSIDE TRUSS, INC. Specializing in Roof and Floor Trusses * COMMERCIAL * RESIDENTIAL * * ROOM ADDITIONS * * COMPETITIVE PRICING * * FREE AND PROMPT ESTIMATES * 2847 Industry Street 760/722-7696 Oceanside, CA 92054 Fax 760/722-0438 67//f 9916S9E 5 8EU99E I KU35£ 9 W16Q9E 9 9EIZ99E 2 SEUSSE 2 E91699E I 29F6S9E I I9I699E I dOOU ON033S »3Vr QN3/d31dVd 9 uoqdijjS90 u -=r i , , CJ 0 CJ 1-1 i— -a: m CD CJ CD LUco LU cr -" i— CO Q. O OJ •«ID co cj m cjoc 3S co cj ru i— i _i cj en LU CD CJ 1— CD •< CD LU CJ 5 U_ I — < 1 — 1 1 — 1 LU CO Ll_ DC CC CC •<: 1 — CO 1 — ILU cr 3:cj LU :z O CJ i— i ac *: ^) CD CO CJ LU f rn >- n Z3 LU 1 LU CO CO DC CJ CO CO LU CJ-* rs Q- -<c C ? S T^^. cz^. -Z. U_ LU CO Q DC CO >- LU -S 1 — — 1 •< LU t— 1 1 — CD CD •— " ^ -«t i— I CO i— , CC CO Z CJ:z CD cc ii •« Q. 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LUnr ca cj >- CJ CO 1 — i CJ _l CD CC ~*T PC =>-- QD -<C 1 LU ~3 DZ CC 1 — CL, CD / \ CD cd U_ LU <^~> I""** f*r~ i i i — 1 LU LU _l > 1 — 1 1 i 1i— CD o 01 o CO 1. -i. COoc ; 1 — CO 1 — 1 1 — LU o CJ n — — — ~~ 1VNOI1N3AN03 , , AN03 4 N 1s ,_ NJ 111;! iHSIlME fa , -, • - . ITS' V i — 2<iV> ^ i — ' — fl — i yj u ]T~i i yip ^j.n j i i/" *iio s1 — , — 5— i X / / l^tyj^jl 1 jX I03! y/^ l^J 1VNOI1N3AN03J J \\/ CJ LU 1 CD | |lVNOIlN3AN03i •"-1 \ \ ^<IHV> \ "W ^s ! Y \ \-tf/ l^t Irx ^ <^> /v% CJ | |LULoJ I. \._/ v ..y \ Vj: to ' 0 UD 1 OD •> CD 1 — CO it1^ 1NV3 J ,,2/i i- £ gnis .Of- o? .2/1 n- CampuTrus Inc Manufacturing • Engineering • Computer Systems WARNINGS 1 Read all General Notes and Warnings before construction of trusses 2 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 3 2x4 compression web bracing must be installed where shown + 4 All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure CompuTrus assumes no responsibility for such bracing 5 No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component 6 CompuTrus has no control over and assumes no responsibility for the fabrication handling, shipment and installation of components 7 This design is furnished subject to the limitations on truss designs set forth by TPI in HIB-91 or TPI/WTCA in BCSI 1-03, copies of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted 1 Design to support loads as shown 2 Design assumes the top and bottom chords to be laterally braced, at 2-0" oc and at 10'-0" o c respectively, unless braced throughout their length by continuous sheathing 3 2x Impact bridging or lateral bracing required where shown + + 4 Installation of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full bearing at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic design values of the CompuTrus Plate, indicated by the prefix 'C , see I C B O R R 4211 11 The CompuTrus Net Section Plate is indicated by the prefix "CM", the designator (18) indicated 18 ga material is used All others are 20 ga CMUCM-—' CM <O to <Ooc i- •*- o ooS co to co r-t-i in in inssso—-U_ U_ U-Q O OO O O OLU »-• 00 -* OO) I— ••- f- f-o **• in f-•-* oo 01 OJ 01 20 e i UJ g II M O CM £3 Z O _J _la: -i a o //I v'•:.' : 4 CO CO . n CO •-H UJ M> U_ 00 H-. < CC V V O Z I— t- 3T < DC OC J O OJ CO I— O O t 4fc OO t/7 Q_ Q_ £ UJ O_ CL ^ 33 e/j c\J CM X \ \in \ \ _. * i \ \ o \ i •» CO £ \ \ CM O \ Tl- Xin CM o 00 LQ 0 to CM O CO Xin X10 O o COo CMo ooo ooo !! ill If III CO CO £ CO < UJ O Q 8I*-CMU »-» in 10 inCM 01 CM'-» (O *OCM r>-CO 01 (0LU CM •*< oui *-» •*- •* tom I— co o> oo CM co i—»-«•»— CMCOm m E. s; O O O O s; Q < § s° UJ O o II II O XT O CO OJ O 01 20 E Om CO CM E"a S oo CM CM UJ CO Q O•< oc S O cz 1oUJ»-« Q. 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