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Home My WebLink About2627 OCEAN ST; ; CB082198; Permit07-15-2010 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: CB082198 Building Inspection Request Line (760) 602-2725 2627 OCEAN ST CBAD RESDNTL 2031400700 $300,713.00 Sub Type: SFD Status: Lot#: 0 Applied: Construction Type: 5B Entered By: Reference #: Plan Approved: 1 Structure Type: SFD Issued: 3 Bathrooms: 3.5 Inspect Area: BURCHFIELD RES- DEMO 1404 SF Orig PC#: EXISTING HOME- BUILD NEW 2,672 SF SFD, 516 SF Plan Check # GARAGE, 258 SF DECK ISSUED 12/08/2008 LSM 07/15/2010 07/15/2010 Applicant: ORVILLE N JOHNSON CONSTRUCTION CO Owner: BURCHFIELD MARILYN J SURVIVORS TRUST 03-02-02 ET 309 N CLEMENTINE ST OCEANSIDE CA 92054 760 802 9992 50 N TAMMI CT CLOVIS CA 93611 Building Permit $1,377.57 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $895.42 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $30.07 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $189.00 Renewal Fee $0.00 ELECTRICAL TOTAL $60.00 Add'! Renewal Fee $0.00 MECHANICAL TOTAL $72.00 Other Building Fee $0.00 Housing Impact Fee $2,925.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB 1473) Fee ?? TOTAL PERMIT FEES $5,549.06 Total Fees: $5,549 06 Total Payments To Date: $5,549.06 Balance Due: $0.00 NOTICE: Piease take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactlons." Ytiu 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 FURTHEFi NOTIFicD 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 vou have areviouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. 07-15-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW100200 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 2627 OCEAN ST CBAD SWPPP 2031400700 CB082198 BURCHFIELD RESIDENCE NEW SFD Lot#: Status: Applied: Entered By: Issued: Inspect Area: Tier: Priority: ISSUED 07/14/2010 KML 07/15/2010 1 L Applicant: Owner: BURCHFIELD MARILYN J SURVIVORS TRUST 03-02-02 ET BURCHFIELD MARILYN J SURVIVORS TRUST 03-02-02 ET 50 N TAMMI CT CLOVIS CA 93611 50 N TAMMI CT CLOVIS CA 93611 Emergency Contact: ORVILLE JOHNSON 760-802-9992 SWPPP Plan Check SWPPP Inspections Additional Fees $45.00 $54.00 $0.00 TOTAL PERMIT FEES $99.00 Total Fees: $99.00 Total Payments To Date: $99.00 Balance Due: $0.00 FINAL APPROVAL SIGNATURE City of Carlsbad • 1635'Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718/2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Applicqtion Plan Check No. dftoST <5 1 ^2 Est Value e?<^<^. fe<?3 Plan Ck. Deposit {. Date /a/8ytosr (j^jjyyJ CT/PROJECT # Z7 /Dc^^rO .STT sunE«/spM:E*/uNiT# ^3-/VQ-d)7 CONSTR. TYPE I OCC. GROUP LOT# * OF UNITS |*Ba)ROOMS # BATHROOMS I TENANT BUSINESS NAME DESCRIPHON OF WORK: Inc/iid* Square Aet of AffiNtMl>liM<(; EXISTING USE ^^"^ IPROPOSEDUSE I GARAGE (SF) .1 PATIOS (SF) I DECKS (SF) > AIR CONDITtoNING YES D NO^ FIREPLACE YESD # Nq)^ FlRESPRINKLERS YES D N(JR(^ CONTACT NAME (VOMhrantftinAppitoMt) AmiCANTNAME ADDRESS ADDRESS AJ. ^/^>»^^/0-r/iL>g .^r. cmr STATE ZIP CITY_ STATE ZIP PHONE FAX PHONE FAX 7<^><:>> 3o2- ^'^^z- I '7<£»g>- n22''^2Sl EMAIL EMAIL nraPCRTT OWNER NAME CONTRACTOR BUS. NAME ADDRESS CITY STATE ZIP "7 9-72.1 ADDRESS CfTY STATE ZIP PHONE 3NE _ _ FAX PHONE FAX EMAIL A/Amr^ff^ 3^>g/ty Potzc^ ARCH/DESIGNbH NAME & AuSRE&S I STATE UC.* EMAIL STATE UC.* CLASS aTY BUS. uq« M I I »- aog?/ / I <?C'MWtl M t WORKERS COIVIPENSATION Wortwr*' CampiiiiillH Didifitloii: / /wty tffihw undmpmmllyclpmfity ontallht Ukming dtdntoiii: n IhwtMKliMiBalntAtMrtHteatoefcaniMttoidHMUifto 37()0 of the Labor Coda, tor the pwfonnam»a( Ihc iirarkfty which I* I havt indwWnitMalniMrliii«'convw«(lloa,H required niimhaf ara: InmifanciiCo. .SYWrP. t=f t^NQ PmieyNB O tD->^03'^\ EjiplraMon Date > j 1 /0<^ This seciion need not be compleled if the permit is for one hundred dollars ($1(X)) or less. • CeitMcaltorExtin|ilion:lcertitythMinlheperfarmarMarihewor1(tbr«^ Califomia WARNMO: Failure to secure wofktn' compenealioa eovtrage I* unlawful, and ihaH eu^ecl an ampteyer to criminal panaWet and dvH flnat up to ona hundred thousand dollara (S1IIO,0M), In addition to tha coat of conipensatkm, danwM^MfSVM Ibr 1^^ JtS COHTRACTOR SIGMATURE.^ //xi^^fleSi^ ^ • DATE OWNER-BUILDcR DECLARATION //lerebir affinn tf»t J am axen^ Ihoni Contractor's U;tr& L^ • i, asownerofthepropai;hornvemptoyae$wHhwagesastt^ IJcense Law does not ap^tyJaiiKiilnw 0^ sale. If, however, the building or improvernent Is sold wlIMn one year of comp^ • 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 buttds or improves thereon, and contracts k)r such projects with conUactar(s) licensed pursuant to the Cm a i am exempt under Sectton Business and Professtons Code tor this reason: 1. i personally plan to provide the nnajor labor and materials for constructton of the proposed proper^ irnpn^^ OYes ONo 2.1 (have / have not) signed an application for a buiiding pennit fbr the proposed wortt. 3. i have conlracted with the tbHowing person (Ann) to provide the proposed constructton (inciude name address / phone / contractors' license number): 4. i pian to provide portions of the wortt, but i have hired the following person to coordinate, supervise and provide the major wortt (inciude name / address / phone / contractors' license number): 5. i will provide some of the wortt, but i have contracted (hired) the following persons to provide the wortt indical^ ) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NONRESIDENTIAL BUILDING PERMITS ONLY Is Ihe applicant ff futurn buMtog occupant lequM to submit a buslnesa plan, acutely ha Presley-Tannar Hazardous Subttanc* Account Act? OYes ONo is the applicam or future building occupant required to obtato a permit from the air poiiution centroid^ OYes ONo isthetaciiitytobeconstnKtedwithin1,()()0toetoflheoultrboundaiyofaschool8ite7 OYes ONo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTTICATE OF OCCUPANCY MAY NOT BE BSIiED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DBTRCT. CONSTRUCTION LENDING AGENCY I hereby affiriit that theiB is a oolistructloii leitd^ ^leiKy Lendei's Name LeixJer's Address APPLICANT CERTIFICATION IceilliyihMlhMiewltheappacaltonandilitolhMtheainMlnfennaMMlta^ I heraty authorize lepresentalive of the Ci» of CatslMd to enter upon lie above rnenli^ AGAMST AU. UABUTES, JUOGMOnS, COSTS AfO EXPBISES VWHICH MAY M ANY WAY AC^ OSIHA: An OSHA p«ni« is rsquM fcr axcavallans over SV daep and dmoKon or oonsfe^ EXPIMTKM: Every pam« Bsued by t« Buidhg OicU under Iw pn^^ 180 days frnnfw data of such pannt or IT l^jqtflS^or mill auliq^ i APPLICANT'S SIGNATURE Inspection List Permlt#: CB082198 Date Inspection Item Type: RESDNTL SFD Inspector Act 01/30/2015 89 Final Combo PD AP 01/30/2015 89 Final Combo -Rl 08/08/2014 21 Underground/Under Floor PB AP 03/14/2014 14 Frame/Steel/Bolting/Weldin PD AP 10/18/2013 21 Underground/Under Floor PB AP 06/11/2013 18 Exterior Latli/Drywall PD AP 06/11/2013 39 Final Electrical PD AP 04/24/2013 17 Interior Lath/Drywall PD AP 04/24/2013 27 Siiower Pan/Roman Tubs PD AP 04/15/2013 16 Insulation PD AP 04/10/2013 84 Rough Combo PD AP 03/13/2013 13 Shear Panels/HD's PD AP 03/13/2013 15 Roof/Reroof PD AP 07/12/2012 11 Ftg/Foundation/Piers PD AP 07/09/2012 21 Underground/Under Floor PD AP 06/18/2012 11 Ftg/Foundation/Piers PD AP 04/19/2012 66 Grout PD AP 04/06/2012 62 Steel/Bond Beam PD PA 03/29/2012 11 Ftg/Foundation/Piers PB PA 03/29/2012 12 Steel/Bond Beam PB PA 03/28/2012 21 Underground/Under Floor PD PA 01/10/2012 32 Const. Service/Agricultural PD AP 01/09/2012 32 Const. Service/Agricultural PD CA BURCHFIELD RES- DEMO 1404 SF EXISTING HOME- BUILD NEW 2,672 SF S Cotnments OLD PERMIT ISSUED 7/15/2010 ~ NO FIRE LOWER LEVEL TPP RELEASE RESET TO TUES Monday, February 02, 2015 Page 1 of 1 structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 £1 Cajon, CA 92021 CeU: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: ProlectAddress:'^^ ^-*^'^ 6* ^. S/• Architect , Engineer: Page:. of Report #:_ Contractor: Permit File #: DSA#: Other: rTT). INSPECTION Structural Steel Masonry Concrete Fireproof! ng Epoxy Other: Other: Other: Other: MATERIAL SAMPLING QTY H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other: Other: Other: Other: MATERIAL DESCRIPTION H.S. Bolts Cone PSI Grout PSI ^ ^ . _ MbmrPSI 7^-^ Steel _ Elect/Wire _ Fireproof Other: _ Other: INSPECTION CHECKLIST Plans/Specs Clearances Positions 1^ Sizes Jl*** Laps Consolidation Torque Ft Lbs: Other: Other: 5^ 3 f4» t/ 7 A*. Jf ••i ' %— « , /f y 1 > ' 0 «y CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise notedi complies with approved plans, specifications and applicable sections ofthe building codes. This report covers the locations ofthe work inspected and does not constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. Inspector: MARIO BATTAGLIA Cert: 350 Signature Date : Insp. Date: Oxf\: iDay2: iDay3: iDay4: iDayS: ; Time Start \ \ \ \ \ \ Time Stop: Approved By:. Project Superintendent •if structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 CeU: (619) 770-9559 • Fax (619)588-5955 Inspection Report Project Name: Project Address: 0^ ^ ^ ^ Architect Page:. of Report #:_ Perm File #; it#: ^ Ajlt' Jfit Engineer:. Contractor: C/^h//^ ifiM f A* DSA#: Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel Masonry Concrete Fireproofing Epoxy Other: Other: Other: Other: H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other: Other: Other: Other: H.S. Bolts Cone. PSI Grout PSI Mortar PSI • <^ ff"^^ Steel -^5^ V f Elect/Wire Fireproof Other: Other: .•^Plans/Spees Clearances Positions Sizes Laps Consolidation Torque Ft Lbs: Other: Other: r. A t^/' ^ 4 'S //>r ^/^ /^o 4; 'J- CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections ofthe building codes. This report covers the locations of the work inspected and does pot constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of tfie above reported work unless otherwise noted. I have found this v^rk to comply with the approved plans, specifications, and applicable sections of the governing building laws. Inspector: MARIO BATTAGLIA Cert: 350 Signature Date : Insp. Date: I Time Start Day I: Day 2: iDay 3: I Day 4: iDay 5: i Tinie Stop: Approved By;_ Project Superintendent Structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: Project Address: i9f *• ia » ^ Architect Engineer:. ' r ' of Report #:_ Permit #:. File #: Contractor: DSA #:. Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel H.S. Bolts H.S. Bolts Plans/Specs Masonry Prisms Cone. PSI Clearances Concrete Mortar/Grout Grout PSI Positions Fireproofine Cone. Cylinders Mortar PSI Sizes Epoxy Fireproof 1— Steel 4 4, 7 **"Laps Other: Other: Elect/Wire Consolidation Other: Other: Fireproof Torque Ft Lbs: Other: Other: Other: Other: Other: Other: Other: Other: '•' ( L/^A^i^ s • ^ CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. I hereby certify that I have observed to the best of my knowledge all of the above reported work unless otherwise noted Jhave found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. ' ^ I i ^f/t //^ Inspector: MARIO BATTAGLIA Cert: 350 Signature Date i Insp. Date: i Time Start i Day I: Day 2: IDay 3: IDay 4: iDay 5: i Time Stop: Approved By:. Project Superintendent TESTING SERVICES & INSPECTION, INC. "A Quality Assurance Firm" 3030 Main Street San Diego, CA92113 tsi-sandiego.com (619) 234-9904 fax (619) 234-4931 tsi92113@yahoo.com REPORT OF COMPRESSION TESTS Project Name: BURCHFIELD RESIDENCE Project Address: 2627 OCEAN ST. Permit Number: CB08-2198 Architect; N/A Engineer: N/A File Number: N/A Contractor : ORVILLE JOHNSON CONSTRUCTION Job Number: N/A To Be Billed To: STRUCTURAL INSPECTIONS aher: MARTZ MAS. Sample Data Report of Concrete Mortar ^ jGrout 2. ^ Other: Supplier MARCON Placement Date 4-23-12 Mix Description 3/8" Ticket No./Load No. 93301/#1 Mix Number 9804S PSI 3/8" Time in Mixer 40 MINUTES Design Strength 3300 PSI Admixture N/A Type Cement N/A Air Content N/A Concrete Temp, N/A Unit Weight N/A Slump 9" Location of Placement: FINAL CMU LIFT OF FOUNDATION WALLS. Special Test Instruction or Remarks 1 AT 7 DAYS, 3 AT 28 DAYS. ASTM Test (s) Performed • SAMPLING FRESHLY MIXED CONCRETE (C172) Q SLUMP {C143) • TEMPERATURE (C1064) • MAKING & CURING CONCRETE IN FIELD (C31) n AIR CONTENT BY PRESSURE METHOD (C231) n AIR CONTENT BY VOLUMETRIC METHOD (C173) Fl UNIT WEIGHT, YIELD, & AIR CONTENT (C13 Required Strength (f c) 2,000 PSI PSI at 28 DAYS Samples Made by MARIO BATTAGLIA Date Received in Lab Laboratory Data Age Field Identity Lab Control Number Date Tested Dimensions Inches Test Area Square Inches Max Load Pounds Compressive Strength PSI ASTM C39 7 DAYS 153-12 4-30-12 3X3X3 9in^ 19,010 2,112 N/A 28 DAYS 153-12 5-21-12 3X3X3 9in^ 29,870 3318 N/A 28 DAYS 153-12 5-21-12 3X3X3 9in^ 34,030 3,781 N/A 28 DAYS 153-12 5-21-12 3X3X3 9in^ 28,480 3,164 N/A TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN A/ CONFORMS ( )DOES NOT CONFORM ( ) FOR INFORMATION ONLY Lab Use A Cone Split B Cone& Shear C Cone D Shear E Columnar Sketches of Types of Fractures per ASTM C39 HS in TESTING SERVICES & INSPECTION, INC. "A Quality Assurance Firm" 3030 Main Street San Diego, CA 92113 tsi-sandiego.com (619) 234-9904 fax (619) 234-4931 tsi92113@yahoo.com REPORT OF COMPRESSION TESTS ProiectName: BURCHFIELD RESIDENCE .a Proiect Address: 2627 OCEAN ST. f Permit Number: CB08-2198 f '^ Architect: N/A Engineer: N/A File Number: N/A Contractor : ORVILLE JOHNSON CONSTRUCTION Job Number: N/A To Be Billed To: STRUCTURAL INSPECTIONS Other: Sample Data Report of Concrete Mortar ^^Grout Other: Supplier MAR-CON Placement Date 4-10-12 Mix Description 3^00 Ticket No./Load No. 93168/ #1 Mix Number 98-045 Time in Mixer 90 MINUTES Design Strength 3,500 PSI Admixture N/A Type Cement N/A Air Content N/A Concrete Temp. 70°F Unit Weight N/A Slump 8" Location of Placement: 1*^ LIFT 8", 12", 16" GMU FOUNDATION WALLS. Special Test Instruction or Remarks 1 AT 7 DAYS, 2 AT 28 DAYS, 1 AT HOLD. ASTM Test (s) Performed • SAMPLING FRESHLY MIXED CONCRETE (C172) • SLUMP (C143) • TEMPERATURE (C1064) • MAKING & CURING CONCRETE IN FIELD (€31) n AIR CONTENT BY PRESSURE METHOD (C231) n AIR CONTENT BY VOLUMETRIC METHOD (0173) Pl UNIT WEIGHT, YIELD, & AIR CONTENT (CI3 Required Strength (f c) 2,000 PSI PSI at 28 DAYS Samples Made by MARIO BATTAGLIA Date Received in Lab 2-16-12 Laboratory Data Age Field Identity 7 DAYS Lab Control Number 135-12 Date Tested 4-17-12 Dimensions Inches 3X3 Test Area Square Inches 9in^ Max Load Pounds 26,400 Compressive Strength PSI 2,933 ASTM C39 N/A 28 DAYS 135-12 5-08-12 3X3 9in^ 34,780 3,864 N/A 28 DAYS 135-12 5-08-12 3X3 9in^ 35,260 3,917 N/A HOLD 135-12 3X3 9in^ TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN < CONFORMS ( )DOES NOT CONFORM ( ) FOR INFORMATION ONLY Lab Use A Cone Split B Cone & Shear C Cone D Shear E Columnar Sketches of Types of Fractures per ASTM C39 structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Project Name: Project Address:. Architect: Inspection Report Page:_ of - t Report #:_ Permit #:_ File #: EnglKeer:. Contract6r: DSA#:. Other: INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST ^ , Plans/Specs ^Clearances Structural Steel Masonry Concrete Fireproofing Epoxy Other: Other: Other: Other: H.S. Bolts Prisms Mortar^^ii Cone. Cylinders Fireproof Other: Other: Other: Other: 3- H.S. Bolts Cone. PSI Grout PSI Mortar PSI Steel Elect./Wlre Fireproof Other: Other: t'*'^ ..Positions ~^S Sizes •^Laps Coij^lidation loij^e Ft. Lbs: Other: Other: 4 ^'^^ Cm.x WA\^S ^1 JLke t OA. f } \ \ 1 CERTIFICATION OF COMPLIANCE: / II reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covei; the locations of the work inspected and does not constitute opirrion or project control. I hereby certify that I have observed toihe best of my knowledge all ofthe above reported work unless otherwise riQt,ed. I have found this work to comply with the approved plans, specifications, and applicable sections ofthe governing building laws Inspector: MARIO BATTAGLIA Cert: 350 Signature fjyy1 7//. Date //2 \ Insp. |>ate: Day I: ^0 i Day 2: i Day 3: " . 1 IDay 4: i Time Start ^ i "l. ^ | ^ bay 5: i Time Stop: Approved By:. Project Superintendent structural Inspections LLC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 CeU: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: Proiect Address: ^ (» 2^*7 Architect: Engineer:_ Page:_ of Report #:_ Permit #:_ File #: Contractor: DSA#: Other: INSPECTION MATERIAL SAMPLING QTY i MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel H.S. Bolts H.S. Bolts </ Plans/Scecs Masonry Prisms Cone. PSI Clearances Concrete ^^MortaTCrSi^) 4^ Grout PSI Positions Fireproofine ConcCWnders Mortar PSI ""'^ Sizes Epoxy Fireproof Steel Consolidation Other: Other: Elect./Wire Consolidation Other: Other: Fireproof Toraue Ft. Lbs: Other: Other: Other: Other: Other: Other: Other: Other: . \I^S4 -rt-T AW l/<2^t»V/iJ ^Wjj ^ {MM ?f\t^ "i? fl 4 -/<sT /CytnJ-T <ZfP\:^ By CERTIFICATION OF COMPLIANCE: AH reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections ofthe building codes. This report covers the locations ofthe work inspected and does not constitute opinion or project control. I hereby certify that I have ol>served to the best of my knowledge all ofthe above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. <^ _p I t Inspector: MARIO BATTAGLIA Cert: 350 l/'^ " j'^^'Vj ^^23//! ySignature ' f Date Insp.bate: I bay 1:. Day 2: \bay 3: 10^4: i' I Day 5: i Time Stop: . j. Approved By: Projea Superintendent 07/15/2010 13:35 FAX 7604368803 aooi/ooi rSOWARDSAND BROWN ENGINEERING July 15,2010 City of Carlsbad Building Dept. RE; Burchfield Residence 2627 Ocean St Carlsbad. Ca I accept Structural drawing sheet S3 "as-is". It is a valid sheet. The signature was inadvertently missed during signing, ^incercly, 21B7 NEWCASTLE AVENUE • SUITE 103 • CARDIFF BY THE SEA, CA 92DC7 C760) 43B-B50Q • FAX (7603 435-8503 EsGil Corporation In tPartnersHip witt government for (Buiding Safety DATE: Nov. 3, 2009 -a=AePUC^T JURis^ JURISDICTION: City of Carlsbad ^"•"PLAFTREVIEWER • FILE PLANCHECKNO.: 08-2198 SET: IV PROJECT ADDRESS: 2627 Ocean St. PROJECT NAME: BurchHeld 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 I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: Orville N. Johnson Construction Co. 309 N. Clementine St., Oceanside, CA 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Orville N. Johnson Co. Telephone #: (760) 802-9992 Date contacted: (by: ) Fax #: (760) 722-4287, 760-231-9234 Mail Telephone Fax In Person ^ REMARKS: The structural plans are stamped, but not sign^ the project engineer. Shoring was not included in this plan check. By: All Sadre for Sergio Azuela Enclosures: EsGil Corporation • GA • MB • EJ • PC 10/29 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 4« •« EsGil Corporation In tPartnersfiip witfi government for <Bui[(£ing Safety DATE: April 6, 2009 O^EELlQANT "^URlJ> JURISDICTION: City of Carlsbad a^TONREVlEWER • FILE PLANCHECKNO.: 08-2198 SET: III PROJECT ADDRESS: 2627 Ocean St. PROJECT NAME: Burchfield Residence - SFD I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 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. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Orville N. Johnson Construction Co. 309 N. Clementine St., Oceanside, CA 92054 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. IXI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Orville N. Johnson Co. Telephone #: (760) 802-9992 Date contacted:(^(fe Io*) (by: ) Fax #: (760) 722-4287 Mail ^Telephone Fax./ In Person ^ REMARKS: Shoring was not included in this plan check. By: Sergio Azuela Enclosures: EsGil Corporation • GA • MB • EJ • PC 03/31/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 08-2198 April 6, 2009 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK NO.: 08-2198 PROJECT ADDRESS: 2627 Ocean St. SET: III DATE PLAN RECEIVED BY ESGIL CORPORATION: 03/31/09 DATE RECHECK COMPLETED: April 6, 2009 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet ofthe plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? •Yes •No City of Carlsbad 08-2198 April 6, 2009 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This correction will be rechecked at Final Submittal. 3. Structural plans for projects 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). This correction will be rechecked at Final Submittal. 9. Where natural ventilation openings are provided below grade, the outside horizontal clear space (measured perpendicular to the opening) shall be 1.5 times the depth ofthe opening. Section 1203.4.1.2. Clearly show it on plans at the window well. Also for the window "B" the required minimum clear dimension shall be: 4'X 1.5 = 6'. 16. Provide stainway and landing details. Section 1009. a) Maximum rise is 7-3/4" and minimum run is 10". Please also show details, and specifications for the exterior stairs. Full compliance will be rechecked. Please revise the information provided on detail 1/A-5, to show the minimum thread dimension between the outermost projections of adjacent steps as is indicated on detail 1/A-8. b) A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stainA/ays with solid risers where the tread depth is less than 11 inches. Please show it on plans for all stairs interior and exterior. Please show the dimensions. c) Minimum width is 36". Please show the inside dimensions at all floor plans. Please also show details, and specifications for the exterior stairs. Full compliance will be rechecked. City of Carlsbad 08-2198 April 6, 2009 25. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. a) Soils Report #5298.1 b) Dated: November 30, 2005. c) By: Hetherington Eng. d) See page F1 of the structural design calculations. The required soils report was not provided. Original correction is still applicable. FROM THE SOILS REPORT PROVIDED THE FOLLOWING CORRECTIONS ARE APPLICABLE: • 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 (required by the soil report - PAGE 11). • 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: o The building pad was prepared in accordance with the soils report, o The utility trenches have been properly backfilled and compacted, and o The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." PLEASE PROVIDE COMPLETE SETS OR SET OF PLANS, INCLUDING ALL STRUCTURAL SHEETS, INSTEAD OF SELECTED SHEETS ONLY. THE APPLICANT DID TAKE THE SET II OF THE PLANS FROM THE ESGIL'S FILE AND HAVE NOT BEEN RETURNED BACK. PLEASE RETURNED BACK THE SET OF PLANS MARKED AS SET II. If you have any questions regarding these plan review/ items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation In Partnersfiip witfi government for (BuiCding Safety DATE: January 21, 2009 OLiAEefelQANT JURISDICTION: City of Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 08-2198 SET:II PROJECT ADDRESS: 2627 Ocean St. PROJECT NAME: Burchfield Residence - SFD I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Orville N. Johnson Construction Co. 309 N. Clementine St., Oceanside, CA 92054 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. IX Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Orvijle N. Johnson Co. Telephone #: (760) 802-9992 Date contacted: / (by.^^) Fax #: (760) 722-4287 Mail/' Telephone Fax^ In Person n REMARKS: By: Sergio Azuela Enclosures: EsGil Corporation • GA • MB • EJ • PC 01/15/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 08-2198 January 21, 2009 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad PLANCHECKNO.: 08-2198 PROJECT ADDRESS: 2627 Ocean St. SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 01/15/09 DATE RECHECK COMPLETED: January 21, 2009 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference, in case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? •Yes •No City of Carlsbad 08-2198 January 21, 2009 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This correction will be rechecked at Final Submittal. 3. Structural plans for projects 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). This correction will be rechecked at Final Submittal. 7. Basements and sleeping rooms shall have a window or exterior door for emergency escape. Section 1026. a) Windows must have an openable area of at least 5.7 square feet (5.0 square feet for grade-floor openings), with the minimum openable width 20" and the minimum openable height 24". ii) Clearly show it on plans for the Bedroom in the second floor. Windows L and K, are shown as "FIXED WINDOWS" in the window schedule. Original correction is still applicable. iii) Specify the size of the openable doors 07 at Master Suite. The door schedule does not show the openable width of doors 07. Original correction is still applicable. d) For egress openings at window wells, refer to Section 1026.5 for requirements, i) Clearly show all the minimum inside dimensions for the "Window Well" (inside ofthe retaining wall), as well as, the required ladder and guardrail at the top of the retaining wall. 8. Every space intended for human occupancy shall be provided with natural ventilation and natural light by means of exterior glazed openings, or shall be provided with mechanical ventilation/artificial light. Sections 1203.1 and 1205.1. a) The minimum openable area to the outdoors for natural ventilation shall be 4% of the floor area being ventilated. Section 1203.1. i) Please clearly show on plans the size of the openable doors: 03, 05 and 07. City of Carlsbad 08-2198 Janiiary 21, 2009 9. Where natural ventilation openings are provided below grade, the outside horizontal clear space (measured perpendicular to the opening) shall be 1.5 times the depth ofthe opening. Section 1203.4.1.2. Clearly show it on plans at the window well. For door 13 the minimum horizontal clear space perpendicular to the opening required is: 6-8" X 1.5 = 10'. Also for the window "B" the required minimum clear dimension shall be: 4'X 1.5 = 6'. 10. Windows required for natural light shall not open into a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65% open, and the porch abuts a street, yard or court. Section 1205.2.2. Please clearly show on the plans that the opening at the basement deck longer side (opening shall not include the guardrail) is at least 65% of the wall area. The guardrail is still shown on the plans. See West Elevation on sheet A-5. Original correction is still applicable. 15. Guards (Section 1013): a) Shall have a height of 42" (may be 34" along the sides of stairs). CBC Section 1013. Please show it on plans for all open guardrails, shown adjacent to stairway wells. b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. Clearly show on plans the supporting posts size and spacing for the Glass Railing, as well as, the connections between the supporting posts and the floor framing. Please show on plans that the glass will be firmly supported on the four edges. Provide all applicable details, specifications and structural calculations. The connection details and design calculations have not been provided. Original correction is still applicable. Additional corrections may follow. 16. Provide stainway and landing details. Section 1009. a) Maximum rise is 7-ZI4" and minimum run is 10". Please also show details, and specifications for the exterior stairs. Full compliance will be rechecked. b) A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stairways with solid risers where the tread depth is less than 11 inches. Please show it on plans for all stairs interior and exterior. 0) Minimum width is 36". Please show the inside dimensions at all floor plans. Please also show details, and specifications for the exterior stairs. Full compliance will be rechecked. 17. Handrails (CBC Section 1009.10): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Detail 1 on sheet A-8 is showing the handrail for the interior stairs from the floor of the tread, instead of from the tread nosing as required. Also show the handrails for the exterior stairs. b) Ends of handrails shall be returned or shall have rounded terminations or bends. City of Carlsbad 08-2198 Jaililary 21, 2009 19. Specify on the plans the following information for the deck materials, per Section A106.1.1: c) ICC approval number, or equal. 25. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. a) Soils Report #5298.1 b) Dated: November 30, 2005. c) By: Hetherington Eng. d) See page F1 of the structural design calculations. The required soils report was not provided. Original correction is still applicable. 26. Show distance from foundation to edge of cut or fill slopes ("distance-to-daylight") and show slope and heights of cuts and fills. Figure 1805.3.1. The required dimensions were not shown on the plans. Original correction is still applicable. 27. Specify size, ICC approval number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge, end distance and spacing. Section A106.1.1. No written response was provided for this correction. Original correction is still applicable. 31. Provide the location of the electrical service on the site plan. Be sure to take into account: A minimum of 3' clear "in front of the service" (if installed on the exterior side walls of the garage) and shear panel and vehicular protection if installed onto the face of the garage. (Note: The meter service must be accessible at all times for utility use). 40. Please clarify why? The "Total Conditioned Floor Area", shown on the T-24 sheet, is different than the "Total Living Area", shown on sheet A-1. Additional corrections may follow. Please provide a breakdown of the conditioned floor area calculations. Additional corrections may follow. 42. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non- high efficacy fixtures switched separately. Note: Approximately % of the fixtures will be required to be of the high efficacy variety. b) In bathrooms, garages, laundry rooms, and utilitv rooms all fixtures must be high efficacy style or be controlled by a manuaily-on occupancy sensor. c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. No written response was provided for this correction. Original correction is still applicable. City of Carlsbad 08-2198 •Jaiiifary 21, 2009 If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. EsGil Corporation a=£iEfiyCANT JURIS!^ • PLAN REVIEWER • FILE In (Partnersfiip witfi government for (BuiCtfing Safety DATE: December 16, 2008 JURISDICTION: City of Carlsbad PLANCHECKNO.: 08-2198 SET:I PROJECT ADDRESS: 2627 Ocean St. PROJECT NAME: Burchfield 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. 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: Orville N. Johnson Construction Co. 309 N. Clementine St., Oceanside, CA 92054 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. 1^ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Orville N. Johnson Co. Telephone #: (760) 802-9992 Date contacted: \^plp^cW^) f^ax #: (760) 722-4287 MailV^Telephone * Fax (/^n Person • REMARKS: By: Sergio Azuela Enclosures: EsGil Corporation • GA • MB • EJ • PC 12/09/08 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 r City, of Carlsbad 08-2198 December 16, 2008 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 08-2198 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2627 Ocean St. FLOOR AREA: Dwelling 2,672 SF Garage 516 SF Deck 258 SF STORIES: 2 + basement HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/09/08 DATE INITIAL PLAN REVIEW COMPLETED: December 16, 2008 PLAN REVIEWER: Sergio Azuela FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and 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 construction comply with the 2007 edition ofthe California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, 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. 105.4 of the 2006 International Building Code, the approval ofthe 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 08-2198 December 16, 2008 • 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., Carisbad, 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This correction will be rechecked at Final Submittal. 3. Structural plans for projects 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). This correction will be rechecked at Final Submittal. 4. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC. 2006 UMC. 2006 UPC and the 2005 NEC. a) Please revise the plans to include the undertined part of the correction above with the information provided under GOVERNING CODE, in the sheet A-1. • FIRE PROTECTION 5. Projections shall not extend beyond the distance determined by the following two methods, whichever results in the lesser protection (Section 704.2): a) More than 12 inches into areas where openings are prohibited. b) A point one-third the distance to the property line from an assumed vertical plane located where protected openings are required in accordance with Section 704.8. c) For R-3 occupancies, this will prohibit projections within 24" of the lot line. Please clearly show it on plans for the roof eaves. City of Carlsbad 08-2198 December 16, 2008 6. Show locations of permanently wired smoke alarms with battery backup as follows (Section 907.2.10.1.2): a) Inside each bedroom. b) On the ceiling or wall outside of each separate sleeping area in the immediate vicinity of bedrooms. c) In each story within a dwelling unit, including basements. • NOTE: Where more than one smoke alarm is required to be installed within a unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all ofthe alarms in the unit Section 907.2.10.3. • GENERAL RESIDENTIAL REQUIREMENTS 7. Basements and sleeping rooms shall have a window or exterior door for emergency escape. Section 1026. a) Windows must have an openable area of at least 5.7 square feet (5.0 square feet for grade-floor openings), with the minimum openable width 20" and the minimum openable height 24". i) Clearly show on plans that the door 13 at the basement bedroom shall provide the 20" minimum openable width. ii) Clearly show it on plans for the Bedroom in the second floor. iii) Specify the size of the openable doors 07 at Master Suite. b) The bottom of the clear opening shall not exceed 44" above the floor, i) Clearly show it on plans for the Bedroom in the second floor. c) The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of any keys or tools. d) For egress openings at window wells, refer to Section 1026.5 for requirements. i) Clearly show all the minimum dimensions for the "Window Well" (inside ofthe retaining wall), as well as, the required ladder and guardrail at the top of the retaining wall. 8. Every space intended for human occupancy shall be provided with natural ventilation and natural light by means of exterior glazed openings, or shall be provided with mechanical ventilation/artificial light. Sections 1203.1 and 1205.1. a) The minimum openable area to the outdoors for natural ventilation shall be 4% ofthe floor area being ventilated. Section 1203.1. i) Please clearly show on plans the size of the openable doors: 03, 05 and 07. 9. Where natural ventilation openings are provided below grade, the outside horizontal clear space (measured perpendicular to the opening) shall be 1.5 times the depth of the opening. Section 1203.4.1.2. Clearly show it on plans at the window well. City of Carlsbad 08-2198 December 16, 2008 10. Windows required for natural light shall not open into a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65% open, and the porch abuts a street, yard or court. Section 1205.2.2. Please clearly show on the plans that the opening at the basement deck longer side (opening shall not include the guardrail) is at least 65% of the wall area. 11. Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable). CBC Section 1203.4.2.1. a) Please clearly show it on plans for the Vanity/Tub at the Bathroom adjacent to the Bedroom on the 2"^^ Floor. 12. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 (see exceptions): a) Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. Please show it on plans for window H. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Please show it on plans for the following windows: • Window D adjacent to door 13. c) Walls enclosing stainway landings or within 5 feet of the bottom and top of stainA/ays where the bottom edge ofthe glass is less than 60 inches above a walking surface. Please show it on plans for the following windows: • Windows G and I adjacent to stairway and stainA^ay landings. 13. Where a window sill is more than 6' above the finished grade, the lowest openable part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section 1405.12.2. Please show it on plans for windows G at the second floor. 14. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in IBC Section 712." • EXITS, STAIRWAYS, AND RAILINGS 15. Guards (Section 1013): a) Shall have a height of 42" (may be 34" along the sides of stairs). CBC Section 1013. b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. Clearly show on plans the supporting posts size and spacing for the Glass Railing, as well as, the connections between the supporting posts and the floor framing. Please show on plans that the glass will be firmly supported on the four edges. Provide all applicable details, specifications and structural calculations. City of Carlsbad 08-2198 December 16, 2008 16. Provide stairway and landing details. Section 1009. a) Maximum rise is 7-3/4" and minimum run is 10". b) A nosing not less than .75 inch but not more than 1.25 inches shall be provided on stairways with solid risers where the tread depth is less than 11 inches. c) Minimum width is 36". Please show the inside dimensions at all floor plans. d) Please also show details, and specifications for the exterior stairs. Full compliance will be rechecked. 17. Handrails (CBC Section 1009.10): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) Ends of handrails shall be returned or shall have rounded terminations or bends. c) Also show the handrails for the exterior stairs. • ROOFING 18. Specify roof matenal and application. Chapter 15. a) Clearly show on plans compliance with all requirements for the roof slate according to Section 1507.7 and Section 1511. Additional corrections may follow. 19. Specify on the plans the following information for the deck materials, per Section A106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 20. Specify minimum 1/4 inch per foot roof/deck slope for drainage or design to support accumulated water. Section 1611.1. 21. Show the sizes/locations of roof drains and overflows. Size drains per IBC Section 1503.4 and CPC Section 1105. • GARAGE AND CARPORTS 22. The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section 406.1.4. 23. Structural members supporting a horizontal fire barrier must have the same fire-resistive rating as the separation. Section 711.4. 24. Garage floors shall be sloped to drain to the main vehicle entry door or an approved drainage system. Section 406.1.3. City of Carlsbad 08-2198 December 16, 2008 • FOUNDATION REQUIREMENTS 25. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. a) Soils Report #5298.1 b) Dated: November 30, 2005. c) By: Hetherington Eng. d) See page Fl ofthe structural design calculations. 26. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Figure 1805.3.1. 27. Specify size, ICC approval number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge, end distance and spacing. Section A106.1.1. • FRAMING 28. Framing is OK. • MECHANICAL 29. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CMC Section 904.1): a) Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or b) Specify that the appliances are of the direct vent style. 30. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows. CMC Section 504.3. • ELECTRICAL 31. Show on the plan the amperage of the electrical sen/ice, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, and provide service load calculations. 32. Per CEC Article 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. City of Carlsbad 08-2198 December 16, 2008 33. Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stainA/ays show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70(A). 34. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." CEC Article 210.12(B). 35. Provide GFCI protection to all 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, crawl spaces, laundries, wet bar sinks, basements, outdoors, kitchen counters, and at wet bar sinks. CEC Article 210.8. • PLUMBING 36. Show water heater size and type, on plans. 37. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". 38. The fuel-fired water heater is shown installed in a bedroom/bathroom. Detail compliance with CPC 505.1: 1) A direct vent style of water heater or 2) Specify it is to be installed in a sealed enclosure with a listed, gasketed, self-closing, and latchable door with a threshold. 39. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. . ENERGY CONSERVATION 40. Please clarify why? The "Total Conditioned Floor Area", shown on the T-24 sheet , is different than the "Total Living Area", shown on sheet A-1. Additional corrections may follow. 41. The regulations require a properly completed and properly signed Form CF-1 R (4 pages) to be either impnnted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements ofthe approved energy design. The required signatures are missing. City of Carlsbad 08-2198 December 16, 2008 42. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately % of the fixtures will be required to be of the high efficacy variety. b) In bathrooms, garages, laundry rooms, and utilitv rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor. c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. • MISCELLANEOUS 43. Please clearly show on plans compliance with Section 3307 "PROTECTION OF ADJOINING PROPERTY". 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 Sergio Azuela at Esgil Corporation. Thank you. City of Carlsbad 08-2198 *Dece*mber 16, 2008 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Sergio Azuela BUILDING ADDRESS: 2627 Ocean St. BUILDING OCCUPANCY: R-3 & U PLANCHECKNO.: 08-2198 DATE: December 16, 2008 Burchfield Residence - SFD TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 2672 ^ 101.99 272,517 Garage 516 ^ 26.61 13,731 Decks 14.41 7,075 Air Conditioning 2672 3.88 10,367 Fire Sprinklers TOTAL VALUE 303,691 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • | Plan Checic Fee by Ordinance • | Type of Review: E] Complete Review • Structural Only Repetitive Fee Repeats • Other j—j Hourly Hour' Esgil Plan Review Fee $1,388.49 $902.52 $777.55 Comments: Sheet 1 of 1 macvalue.doc Citv of Carlsbad Public Works Engi nee ri BUILDING PLANCHECK CHECKLIST DATE: //^3/o5> PLANCHECK NO.:/j^/^C Of^-^^^ BUILDING A6DRESS: ~ ^6^7^ /Q(V^f PROJECT DESCRIPTION: A/JUJ ASSESSOR'S PARCEL NUMBER: c^3-/y<5- ENGINEERING DEPARTMENT Cb P o(p-oi ESTVALUE:c^9//^.^J^ "7" 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. LJ A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please sa? the'attached list of outstanding issues marked wmh Dxlvlake necessary corrections to plans or specim^ei^ns for compliance with applicable codes and'standards. Submit corrected plans and/or specifications to the Building Dept. for resubmittal to the Engineering Dept/qniv the applicable sheets have been sent. lfSf/05 By: ly f/ / ENGINEERir FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: • n • ATTACHMENTS Engineering Application Dedication Checklist Improvement Checklist Neighborhood Improvement Agreement Grading Submittal Checklist Right-of-Way Permit Application and Information Sheet Storm Water Applicability Checklist/Storm Water Compliance Exemption Form ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER ixMi'tnC^ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 NOTE: If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. 1635 Faraday Avenue • Carlsbad, CA 9200^-7314 • (760) 602-2720 • FAX (760) •6G2«e5e2 ^ 602-1052 BUILDING PLANCHECK CHECKLIST SITE PLAN ^ JifMj 1- Pro Provide a fully dimensioned site plan drawn to scale. Show: A. B. C. North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines (show all dimensions) Easements 44 R Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service K. Submit on signed approved plans DWG No. • • • 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. Lot Number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. BUILDING PLANCHECK CHECKLIST ISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. _^ Q —• FAJ(S> /-{no cm ofjLSio^ u<ih/>^ejujt^ u-tt^c /yy^ o-rj • • • 4b. All conditions are in compliance. piay*i(LL J DEDICATION REQUIREMENTS • 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain 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 /I ^ Municipal Code Section 18.40.030. For single family-j«si€tence^^ easement f/iyjjj- 1/ dedication will be completed by the City of Carlsbad, c(^^605.00. J I — I j7> 5/ Dedication required as follows: «g Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 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 18.40.040. ; Public improvements required as follows: •-'^ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the 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 BUILDING PLANCHECK CHECKLIST .| ST 2^'^ • 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 18.40. Please submit a recent prop^i%iitle~xeport or current grant deed on the property and processing fee of'lp^^^l.ooj^ywe may prepare the necessary Neighborhood Improvement AgrewjQent_Thi§^reement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: DOD 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 Citv Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 ofthe Municipal Code. 7a. Inadequate information available on Site Plan to make a determination oa^ regujrements^Jndude accurate grading quantities in cubic yards((cut{fin /^xport'^nd ?^mediai)y'This information must be included on theplans. — D n n 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: • • • 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 4 .| ST • • RD 3 • BUILDING PLANCHECK CHECKLIST 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: • • • INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carisbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey Fax or mail to Encina Wastewater Authority 6200 Avenida Encinas, Carisbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCE equires Project Storm Water Permit: PSP. 03- fci//0-O~J •^Tier I/Tier II (Requires SWPPP) - Please complete attached forms Exempt - Please complete attached exemption form STORM WATER APPLICABILITY CHECKLIST • Priority Project - ^ • Not required • • ^^.JB^^ ryJfl Q-Drai FEES iquired fees are attached CJ* 4- '/Jja-Drainage FeeApplicableA2><-^ ^ -es^^^-s-t-^ Added Square Fee Added Square Footage in last two years? yes no Permit No. Permit No. Project Built after 1980 __ yes no Impervious surface > 50% yes no Impact unconstructed fac. yes no • Fire Sprinklers required yes no (is addition over 150' from CL) Upgrade yes no • No fees required PJi^ tip Ci^cr^d j9^^y ^^^^ ^ ^ //(.^ /^^-K. C^l^J^- p) '^^-^ ^ //:f/LJJ^ '/Ceo 6'ox J^7// BUILDING PLANCHECK CHECKLIST WATER METER REVIEW .^ST 2^'-' 3'^'-' • • • 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. • 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. • • • 12b. Irrigation Use (where recycled water Is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 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". 1. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case 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 2. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. BUILDING PLANCHECK CHECKLIST ST jRD 1 • D D 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. z^;;^^,^^ f/^?/o^ 13. Additional Comments ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET • Estimate based on unconfirmed information from applicant. • Calculation based on building plancheck plan submittal. Address Prepared by Date: Bldg. Permit No Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: / grT/'O Sq. Ft./Units: Types of Use: Sq. Ft./Units: Types of Use: Sq. Ft./Units: Types of Use: . Sq. Ft./Units: ADT CALCULA TIONS: List types and square footages for all uses. Types of Use: ^ Sq. Ft./Units: Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq. Ft./Units: Sq. Ft./Units: Sq. Ft./Units: EDU's EDU's EDU's EDU's ADT's; ADT's: ADT's: ADT's: / / WITHIN CFD: • YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) • NO NW QUADRANT NE QUADRANT SE QUADRANT • 1. PARK-IN-LIEU FEE: FEE/UNIT: • 2. TRAFFIC IMPACT FEE ADT's/UNITS: NE QUADRANT X NO. UNITS: X FEE/ADT: • 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADT's/UNITS: X FEE/ADT: DIST. #2 • 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT,: • 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: ZONE:_ X FEE/SQ.FT./UNIT: SW QUADRANT yV/^ DIST. #3 " / ) (^^^- DRAINAGE FEES ACRES: PLDA FEE/EDU: FEE/EDU: HIGH /LOW X FEE/AC: • 7. POTABLE WATER FEES UNITS CODE CONNECTION FEE = $ = $ / METER FEE SDCWA FEE IRRIGATION F:\FARMER\KATHY\MASTERS\FEE CALCULATION WORKSHEET,doc2008.doc J. Rev. 7/14/00 STORM WATER MANAGEMENT PLAN FOR THE BURCHFEILD RESIDENCE APN 203-140-07 Prepared by: Robert Sukup The Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 760 - 720 - 0098 Prepared For Marilyn Burchfeild 2880 Larkin Street Fresno, CA 93727 RECEIVED JAN 2 9 2010 ENGINEERING DEPARTMENT January 28, 2010 TABLE OF CONTENTS INTRODUCTION 1 1.0 Project Description 1 1.1. Hydrological Unit Contribution 1 1.2. Beneficial Use of Coastal Waters 2 1.2.1. Inland Surface Waters 2 1.2.2. Groundwater 2 2.0 CHARACTERIZATION OF PROJECT RUNOFF 2 2.1. Expected Discharges 3 2.2. Soil Characteristics 3 3.0 MITIGATION MEASURES TO PROTECT WATER QUALITY 3 3.1. Construction BMP's 3 3.2. Post construction BMP's 4 3.2.1.1 Appropriate Applications and Siting Constraints 4 4.0 OPERATIONS AND MAINTENANCE PROGRAM 4 5.0 FISCAL RESOURCES 5 ATTACHMENTS A. Vicinity Map B. Project Map with BMPs shown C. Numeric calculation for BMP sizing D. Erosion Control Plan INTRODUCTION The Stormwater Management Plan [SWMP] requirement is required for projects that are categorized as a Priority Development Project [PDP] pursuant to the City of Carisbad Standard Urban Stormwater Management Plan [SUSMP] and Carisbad's Local Coastal Program requirements. After completing the Storm Water Standards Questionnaire [SWSQ] this project is a PDP. The purpose of this SWMP is to address the water quality impacts from the proposed demolition and reconstruction ofthe Burchfeild Residence. Best Management Practices [BMP's] will be utilized to provide a long term solution to water quality. This SWMP is also intended to ensure the effectiveness of the BMP's through proper maintenance that is based on long term fiscal planning. The SWMP is subject to revisions as needed by the engineer. 1.0 Project Description The existing Burchfeild Residence is on a small, narrow lot that fronts on the Pacific Ocean. The lot measures 25' x 140' or about .08 acres. There is an existing house, rear deck, and walks on each side of the residence. Westeriy of the existing deck is a "landscaped/vegetated area, followed by their private sand area that is protected by rock rip rap. The proposed project is to remove the existing house and all the associated improvements and construct a new single family residence with new walks, planters, and a rear deck. The footprint ofthe existing house is actually slightly larger than the proposed footprint. I am going to say the new residence and old residence are equal in square footage. The difference in the total new project verses the old is the new rear patio. The new patio adds an additional 309 square feet. The proposed patio results in an increase of impervious area by more than 10% as compared to pre-development conditions. 1.1 Hydrologic Unit Contribution The Burchfeild Residence is located in the Carisbad Hydrologic Unit and more specifically in the El Salto Hydrolic area [unit 4.21 as designated in the San Diego Basin Plan]. The project area is characterized by an existing fully developed residential neighborhood of both single family and multiple family homes. The proposed patio will sheet flow into a 150 square foot [7.5'x20'] landscaped planter. Any water filtered through the landscaped area that does not totally seep into the ground, will discharge into the existing all sand private beach area. The proposed project will not alter drainage patterns on the site or off site. The Page 1 stormwater discharge points will not divert runoff from existing conditions. The reality is that any increase in impervious area results in an increase in runoff. Through implementation of Low Impact Design practices, such as routing runoff through engineered landscaped areas, will help alternate flows and allow evapotransporation, thereby mitigating the additional flows from the project. 1.2 Beneficial Uses of Coastal Waters The beneficial uses for the hydrologic unit are listed below. They have been extracted from the water quality control plan for the San Diego Basin. The only one they I have elaborated on that I feel is appropriate is the REC 1. RECI - Contact Recreation: Includes uses of water for recreation activities involving body contact with water, where ingestion of water is reasonbly possible. The uses include, but are not limited to, swimming, wading, water skiing, skin and SCUBA diving, surfing, white water activities, or fishing. Other possible benefits indicated in Table 2-3 of the basin plan are Non Contact Water Recreation, Wildlife Habitat, Preservation of Biological Habitats of Special Significance, and Rare-Threatened or Endangered Species of Marine Habitat. 1.2.1 Inland Surface Waters Not Applicable 1.2.2 Groundwater Not Applicable 2.0 CHARACTERIZATION OF PROJECT RUNOFF Per the Carisbad Local Coastal Program, the Pacific Ocean shall be considered an Environmentally Sensitive Area [ESA] and that any project proposed within 200 feet of the Pacific Ocean which adds more than 2,500 S.F. or increases the impervious area by more than 10% shall qualify as a Priority Development Project and be subject to SUSMP treatment BMP standards. According to the California 2006 303d list published by the San Diego Regional Water Quality Control Board, the impaired water body associated with this project Page 2 is the Pacific Ocean. It's only listed Pollutant Stressor is "Indicator Bacteria" which the patio will not contribute to. 2.1 Expected discharges There is no sampling data available for the existing site condition. In addition, the proposed project is not expected to generate any amounts of non-visible pollutants. The following constituents are sometimes found on single family homes that could affect water quality but I do not see any of them to be applicable except number 1. 1. Sediment discharge due to construction activities and post construction areas left bare. 2. Nutrients from fertilizers. 3. Trash and debris deposited in drain inlets. 4. Hydrocarbons from paved areas. 5. Pesticides from landscaping and home use. 2.2 Soil Characteristics The project area is within soil group A, which is a very good draining soil. 3.0 MITIGATION MEASURES TO PROTECT WATER QUALITY To address water quality for the project, BMP's will be implemented during construction and post construction. 3.1 Construction BMP's The construction BMP's that will be utilized during construction are as follows: 1. Silt Fence 2. Street Sweeping if needed. 3. Stockpile management 4. Solid waste management 5. Gravel bag berms 6. Concrete waste management Page 3 3.2 Post Construction BMP's The project, in its effort to comply with L.I.D. requirements, is designed to have all drainage waters from the new patio [309 square feet] be filtered by the vegetated planter. Area calculations and specifications of the planter soil mix are in the Attachments. No potential pollutants other than dust should be generated by the small patio and it will be absorbed/filtered through the vegetated planter area. The filter material in the vegetated area is designed to treat/filter runoff generated by an 85"^ percentile storm event. For storm events exceeding the 85*^ percentile storm event, runoff will flow through the planted area into the 100% sand area, where it will be absorbed, filtered and/or continue to drain to the west as it did historically. 3.2.1 Appropriate Applications and Siting Constraints This project is minor in size [309 square feet] but none the less, the design accommodates for the sheet flow run off from rain to go into a vegetated/landscaped area. Any filtered waters will travel through this landscaped area and continue to drain to the west as they historically have. The project has no material storage areas, no trash storage areas, no storm drain systems, and no Integrated Pest Management Program. A minor irrigation system for the upgraded landscaped/vegetated area will be provided. 4.0 OPERATION AND MAINTENANCE PROGRAM The maintenance of the landscape will be by the homeowner as follows: 1. Verification that vegetation has grown and established itself in the planting area. 2. Removal of excessive weeds from the planted area. 3. Removal of sediment or trash debris that might get into the planted area. The planted/landscaped area should be visited a minimum of once a month or after each large storm [.25" or more] during the first winter of existence. Any maintenance as described above needs to be done immediately. Page 4 After the first full year of growth, maintenance of the planted/landscaped area should be on an as needed basis. The owner is required to execute a city standard Permanent BMP Maintenance Agreement that records against the property. This agreement outlines the current, prospective and future property owner's obligations to inspect and maintain treatment BMP's on this property to ensure their effectiveness at removing pollutants from this project. 5.0 FISCAL RESOURCES Funds for maintenance will be paid by the owners. This Stormwater Management Plan has been prepared under the direction by the following Registered Civil Engineer: ^ Robert O. Sukup T Date RCE 28302 Page 5 1106 1 3' driveway i I ii 5'dedlcatlon < 3'-0" '.proposed side set back PA J -+ —V ~ • — 25 001— , 2'-6"easfnQnt •":ARLJBAD, CA 9200: [_fGiL DF:SCRIPT!OI-i L'J see 9 left 8 1.1 1782 WiDICATtD P.L ••" i '•'I-? .1 ! INDICATES DIRECTION OF SURFACE FLOW 203-140-0:' LOT 5IZE: 3375 S.F ,• .080ACRE LOT COVERAGE 34% FOOT PRINT: 1163 LANDSCAPING 36% (EXISTING L«NOSC BUILPII-]G 5QUARE FOOT/ GARAGE 516 S F BASEMENT 677 SF FIRST FLR 714 S F SECOND FLR 1.048 S F LOFT 233 S.F DECK AREA 1st 258 S.F TOTAL LI.VING ARFA ? 67? SF - INDICATES FOOT PRINT OF EXISTING HOUSE TO BE DEMO. DRAINAGE NOTE: no net increase in impervious surface Case No OTTOFCAKLSBAD OCCUFWO [mxW: = . GARAGE = L! OOWiNG AttActt MENT B A0D\T\0MAL PAT\0 AeeA - 309 S.F, .t'VAe iNF^ILTRATlOfl RATe Of L/^^(DSCA•PB /^RbA SOILS'VHI^ m^^d oH R£;ruv//04TiOM 67f^£ ' PATIO H ATTACHMEK)^ O f-'rG' } 11' 0 i'l- 3'-0" proposed side sel back JCOHC. lt#.5<» OtJT !375 S.F . .OHOACRf LOT 'rOVERAGE 34% FOOl PRINT 1163 LANDSCAPING 36%(r)(isiiNi; B!JIIJjltJGJ3CJlJAR£ rGCr. GARAGE 516 S r BASEMEN! 6^7 S F riPST FLR '14 S.F '•F.-:onD FLF; 1.04a s 1 -OFT 233 5 F DECK AREA 1st 258 S.F TOlAL LI.VING AREA /.67? S.i . _ ,%ireATES FOOT PRINT OF tXISTjtsWHOOSF INDICATES DIRECTION OF SLIRFACF FLQW DOWN SPOUT DRAINAGE NOTE: no net increase ici impervious surface tlLT OR. Oe'BWS FRClW LEAVING l,-V ov CAKLSRAD I'l 'i-"ir.e Ciiliin"-"'"" -aUU,CnG>- ; , . ,,.,N.V.i.yUAAA F.xliihil Nl' OIG;:) /Ai-o 1 .:i::'*t>'Gi!iip-RAP 4:ioii:',:G-- • -;iV/l Ll iii 6o 1 OJ s QJ (0 Q Q CO Q & so >• > o o • • r • • • • • • PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB08-2198 Address 2627 Ocean Street Planner Chris Sexton Phone (760^ 602- It624 APN: 203-140-07 Type of Project & Use: demo and construct new sfr Net Project Density: 1.0 DU/AC Zoning: General Plan: RH Facilities IVIanagement Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: ) Legend: ^ Item Complete • Item Incomplete - Needs your action Environmental Review Required: YES • NO |EI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES |EI NO • TYPE CDP APPROVAL/RESO. NO. 6251.6252 DATE 2/21/07 PROJECT NO. CDP 06-01 OTHER RELATED CASES: V 06-01 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Resolution No. 6251:11. 12. 13. 15. & 16 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES M NO D CA Coastal Commission Authority? YES n NO Q If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Required -see above 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 • (yes per Reso 6251. Bldg permits not pulled within twenty-four months.) (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, Constmct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Buildlng Plancheck Review Checklist.doc Rev 4/08 Site Plan: K • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES lEl NO • • • 2. Project complies: YES |EI NOD • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20^ Shown 3' with approval of Variance 06-01 Required 5^ Shown 31 Required Shown Required io; Shown 10' Required Shown 2. Accessory structure setbacks: Front: Required, Interior Side: Required. Street Side: Required. Rear: Required. Structure separation: Required. Shown Shown Shown, Shown Shown • • 3. Lot Coverage: Required <60% Shown 33% 4. Height: Required <30; Shown <30: • • 5. Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments Need to meet the following conditions from Resolution No. 6251: #11, #12. #13. #15. & #16. 2) The approved plans did not approve an enclosure of a deck which includes bathroom, shower. Please remove. 3) Need to submit a Consistency Determination to obtain approval for the change in architecture. 4) Heioht needs to be measured from the existing approved plans. Please change. 4-3-9 1) Need to meeting the following conditions from Resolution No. 6251: #11. 12. & 13. 2) The approved plans did not approve an enclosure of a deck which includes bathroom, shower. Please remove. 3) Height needs to be measured from the existing approved plans. Please change. 4) Show details of top of wall and bottom of wall for the c.m.u retaining walls on south side of lot. 5) Submit planning commission approved plans not a new proposed plan. 12-10-9 1) Need approval of Consistency Determination. 2) Need to meeting the following conditions from Resolution No. 6251: #11. 12, & 13. 3) The first floor deck is being expanded from the original approved plans. Please show how the expansion meets the stringline. 4) Please show details of top of wall and bottom of wall for the c.m.u retaining wall on the south side ofthe lot. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE H:\ADMIN\Template\Building Plancheck Reviews Checklist.doc DAJElltl lo Rev 4/08 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.- CALCULATED BY- CHECKED BY SCALE OF DATE- DATE- of I 10 I |..fy|..uioo.|i>.. l..Efel^^:4..i..l (I, PtijiSM I I IJ.o„ ^mok 1 lit?.. |....Jo.(.sife I J Jii I Ce\t I %Q I i I iLoI i j \J.<^,'0\:..p^, ^1 WM<y\5 •5TU06 ^^!A^ i t^..\ 14-1 f4rfe^i. I3j..ie.,,i.!^£b \&^iA)Q.dy2.... '\<lA^i.. I j jj i ^ Ii.r I I/- <i fl^i^le?}. 6HP is 100.0 |£-fi fit-. 1 jx/p.jool I /.jC 1 k4 (^.21 51 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. OF- CALCULATED BY. CHECKED BY SCALE -S DATE. DATE- 11 jnz [) .^(^...li:^..^. </'0 - /i..^.: 8', .3 14- XL g^.,. Kll 4J? 44 64 1^' .Rfrvrr.... if m t± ,k '\^,.,tt R 7 ^^MilBA 1 lL.k...^..M f'kt. I L ^ A 74 I 4. ' Uoo .ll7<?,A L^...,irz4:.A..'7.i..$.j 1 1...., 6Ur f 4 ^;j5^s^v- .M. ii.?..? -/ PSODUn 204-1 /A^as/lnc.. Groton, Maa 0147L JOB- SOWARDS AND BROWN ENGINEERING 2187 Nevi/castle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.-OF- CALCULATED BY- CHECKED BY SCALE DATE- DATE- n hm.. ^. M..ffi M < H\> ll 51 .L I f^t I/A 4:o c 2>i ttxtd Q../.d'''t PROMia 204-1//Vggs/Inc.. Groton, Miss. 01471. JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. 4 OF. CALCULATED BY- CHECKED BY SCALE. DATE. DATE- /o/i 10 8 msm 204-1 INEBSI inc., Giolon, Mass. 01471 TitieaBlock Line 1 You can changes this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood dm Design Description: RB# 4 Title: Burchfield Residence Dsgnr: Project Desc: Beach house Project Notes: Job# 08-003 5" mm __fw&!d: 6OCT200!j._12:3'iPM ' Fle:'C:\bocumeiite and SotSr>gs\BoBW)i'D<)curnente^^ Oaa Filesi08-003 burcliliel(^ec6 ENERCALC; INC. 198M008, Ver 6.0.19, N:54471 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc-Prll ; Truss Joist Fc - Perp : Parallann 2.0E Fv Ft : Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi 2n.s per ;3C 2006, CB'Z 2<:'rK 2005 ^lOS £; Modulus of Elasticity Ebend-XX 2,000.0 ksi Eminbend - xx ksi Density 34.150 pcf D(0.923.) Lr(0.88) D<o.;3eiuo;i.' Jf0 0631l.rf0 Qd^i D<0,923) U(0.88) Applied Loads Load for Span Number 1 Unifomi Load: D = 0.2360, Lr = 0.210 k/ft. Extent = 0.0 -» 2,0 ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0630, Lr = 0.0450 k/ft. Extent 2,0 -» 10.50 ft, Tributary Width = 1.0 ft UniformLoad: 0 = 0.2360, Lr = 0.210 k/ft, Extent = 10,50 ~» 12,50 ft, Tributary Width = 1,0 ft Point Load: D = 0,9230, Lr = 0,880 k @ 2,0 ft Point Load; D = 0,9230, Lr - 0,880 k &. 10,50 ft DESIGN SUMMARY Service loads eniered. Load Factors wili be: appiieci for caiculaticns Maxinnum Bending Stress Ratio = 0,322 1 Maximum Stiear Stress Ratio = 0.341 : 1 Section used for this span 3.5x11.875 Section used for ttiis span 3.5x11.875 fb: Actual = 932.36 psi fv: Actual = 98.97 psi FB : Allowable 2,900.00 psi Fv : Allowable = 290.00 psi Load Combination H-D+Lr+H Load Combination H-D+Lr+H Location of maximum on span = 6.208ft Location of maximum on span = 11.577ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.096 in iVIax Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = Max Downward Total Deflection 0.206 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = "26 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow I ,1 MAXimum Envelope jth = 12.4161 ft 1 0,322 ^1 '1.4: 6 39 932,36 2,900,00 2,74 98.97 290.00 pqth = 0,083893 ft ' 0.322 0 3-" 6.39 932.36 2,900.00 2.74 98.97 290.00 ' qth = 12.4161 ft 1 0,17? ;;.l3U 3.42 499.26 2,900,00 1,44 52.15 290,00 'jtn = 0.083893 ft 1 0.172 3,42 499.26 2,900.00 1.44 52 15 290,00 •itb = 12,4161 ft 1 0.172 3i/ 499 26 2.900,00 1.44 52 15 290.00 ^';h = 0,083893 ft 1 •• ^, U 0"2 •1 loi'i 3.42 499.26 2,900.00 1.44 52,15 290,00 ^ : L,i ^ 11 lenutlr-: 12,4161 ft 1 0,322 0 ?'i ^ 6.,39 932.36 2,900.00 2.74 98.97 290.00 Title Block Une 1 You can changes this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6. Title: Burchfield Residence Dsgnr: Projeet Desc: Beach house Project Notes: Job# 08-003 Wooci Beam Design Flilifef 6 OCT JOOS, 12:34PM File: C:\6ocuments and Seltings\BobMy bocumentsCNERCALC ba» Flles\d8-d03 burchiieid.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.19, N:54471 Descnption: RB#' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-desIgn Fb-allow Vactual fv-desIgn Fv-allow ' = 0!083893 ft 0,322 6,39 932^36""" 2,900,00 2,74 ^ 98.97 290,00 " jlrK),750L+H -12,4161 ft 1 0,284 0 301 5.65 324.09 2,900.00 2,42 87.27 290,00 1-0,083893 ft 1 0.284 ,301 5,65 824.09 2«00,00 2.42 87 27 290.00 Overall IVIaximum Deflections • Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max,"+" Defl Location in Span 1 D.Kl'i 6,292• 0,0000 0,000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max, Downward Defl Location in Span Max, Upward Defl Location in Span 1 •i-:m 6.292 0.0000 0,000 "r 1 0 iiKi 6.292 0,0000 0,000 ' ' )nly 1 i!ftS33 6.292 0.0000 0.000 ^ '-. L ^ 1 :;2064 6,292 0.0000 0.000 Maximum Vertical Reactions - Unfactored CK i o -a f i s; Load Combination Support 1 Support 2 Overall r\/lAXirhum 3.154 3,154 D Only 1.663 1.663 I r Only 1.491 1.491 Lr-^L Onty 1.491 1,491 D Lr + L 3.154 3,154 mm Title*Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Description: RB# 5 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Truss Joist : Parallam 2.0E Title: Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: Printed 5 OCT 2008,12.3fiPM File: C:\Docuniente and Seilings\Bob\My DKumetSi NERCALC Data File$i()8-db3 bureiifieid,ec6 ENERCALC, INC. 198J-2008, Ven 6,0,19, N:5W1 1 B.i.y3S.«4iSi.*i Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi Ca'cu:<jt;.ons per IBC 2006, CBC i{K)7, 2005 NDS E; Modulus of Elasticity Ebend-XX 2,000.0ksi Eminbend - xx ksi Density 34.150 pcf lLf(0131 OlQ O-tS) LUQ 0271 Applied Loads Load for Span Number 1 UniformLoad: D = 0.1520, Lr = 0.130 k/ft, Extent = 0.0-» 8.0 ft, Tributary Width = 1.0 ft Uniform Load: D - 0.0430, Lr = 0.0270 k/ft. Extent = 8.0 -» 28.0 ft. Tributary Width = 1.0 ft Point Load: D = 0.320, Lr = 0.3050 k @. 8.0 ft Point Load: D = 1.6630, Lr = 1.4910 k @ 12.20 ft DESIGN SUMMARY Service !o.9ds entered Load r .retors, will be applied for calculations Maximum Bending Stress Ratio = Ci. ;: S:,3: 1 Section used for ttiis span 10.75x12 fb; Actual = 1.631.84 psi FB: Allow/able = 2,900.00psi Load Combination +0+Lr-'-H Location of maximum on span = 12.215ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0,646 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = iiO Max Downward Total Deflection = 1.415 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = IVIaximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination Segment Length 23.0 it ?J;.'1 Max Stress Ratios Summary of Moment Values 0.176 :1 10.75x12 51.10 psi 290.00 psi +D+Lr-HH 0.000 ft Span # 1 Summary of Shear Values Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow 1 0,563 0 ' 7i:i 35,08 1,631.84 2,900,00 4.39 51,10 290.00 1 0,30,5 'i 0S5 ^8 99 883.39 2,900,00 2,37 27,50 290,00 1 0,305 ::.0^:5 18.99 383.39 2,900,00 237 27.60 290,00 1 0.663 . '^-.^ 35.;!8 1,631 84 2,900,00 4.39 51.10 290,00 1 0,498 31 06 1.444.73 2,900,00 3,89 45.23 290.00 Tille Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Tille Block" selection. Title Block Line 6 ^. Wood Beam Design Descnplion: RB# 5 Title: Burchfield Residence Job# 08-003 Dsgnr: Project Desc: Beach house Project Notes: Pw** 6 OCT 2008 12 3SPM File: C:\Documents and Set«ngs\BobMy DDCumente\ENEFiCAl.C Data FriesUS-OOS buiciifield,ec6 ENERCALC, INC, 1983-2008. Ven 6,0,19, N:54471 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "•" Defl Location in Span ------ Maximum Deflections for Load Combinations • Unfactored Loads L .ad Combination Span Max, Downward Defl Location in Span rv. 113.530 • ••••iv 1 • :>-'v 1 J.M50 1 • ^••'5'. Load Combination r/iaximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 •'. rirnll fxiiAXimiim 4,660 2.775 C i)n!y 2.516 1,543 1 1 Only 2.143 1,233 i..r 'i. Only 2.143 1,233 C- Lr-^L 4.660 2,775 13 342 13,342 13.530 Max, Upward Defl 0,0000 • 0.0000 0,0000 0,0000 Max."+" Defl o'.oijoo Location in Span 0,000 0.000 0.000 0.000 Location in Span 0.000 ADL* l"4lS- ,(^^(^ ^ '7^^ (lMA(^€^^ 1 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB SHEET NO, 7 CALCULATED BY- CHECKED BY SCALE OF DATE. DATE. ..I„ H 5 V L /b73 •4 n. ^..llr..... 5- 4^ ^••>c--.; 4)< 10 1 V/f J: 1.A 5/?U. s V A Z 1. lloo (Mi /.,.^^„lli„.|..,^ii<;. D..Q..d:^..d?'L, I 5 s hi.... "Z^i... ^i,.,K..l.j..^...|....p^.L.. PBOMICT 204-1 INEBSI Inc., Groton, Masi 0H71, Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Descnption: RB# 9 IVIaterial Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Title: Burchfield Residence Job# 08-003 Dsgnr: Project Desc: Beach house Project Notes: _ _ __ ^ jwiiM: lioa iom.nsmA Fiie: C:\bocumen5 and Setiirigs^^ ENERCALC, INC. 1983-2008, Ver 6.0.19. N:M471 Fb - Compr Fb - Tension Fc - PrII Wood Species : Truss Joist Fc - Perp Wood Grade : Parallam 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Cafcui 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi r IBC 2QC<6. CBC 2007, 200,5 NDS £; Modulus of Elasticity Ebend-XX 2,000.0 ksi Eminbend - xx ksi Density 34.150 pcf DlO.0431 UO 0271 0(0.052) Lr(0.05) 0(0161 LrlO 1Q8I Lr = 0.0270 k/ft. Tributary Width = 1,0 ft Applied Loads Load for Span Number 1 UniformLoad; D = 0,0430, Load for Span Number 2 Uniform Load : D = 0,0430, Lr = 0,0270 k/ft. Extent = 0,0 -» 4,0 ft. Tributary Width = 1,0 ft UniformLoad: 0 = 0,160, Lr = 0.1080 k/ft. Extent = 4.0--» 17,0 ft. Tributary Width = 1.0 ft Point Load: 0 = 0.0520, Lr = 0.050 k @ 4.0 ft DESIGN SUMMARY Service loads entered Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for ttiis span fb ; Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio a,331: 1 3.5x11.875 960.90 psi 2,900.00 psi +D+Lr-HH 10.040ft Span # 2 0.124 in -0.026 in 0.305 in •0.062 in Maximum Shear Stress Ratio " Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.239 : 1 3.5x11.875 69.40 psi 290.00 psi +D+Lr-<-H 0.000 ft Span # 2 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Oi/erail!\1"/'n. Length 2 Lenath -' i Length = i,.-. Length - ". " Mj-L+H Lengtr. ' Length -iHLr+H Length = 12.41G Max Stress Ratios Summary of Moment Values Summary of Shear Values Span# M V Mactual fb-desIgn Fb-allow Vactual fv-desIgn Fv-allow 1 0.278 0 10? -3.53 807.07 2,900.00 0.82 29,65 290.00 2 0,331 KG; 960.90 2,900.00 1.92 69.40 290,00 1 0,166 ,1 -3.30 431.81 2,900,00 0.50 17.93 290,00 2 0,197 <] 'I'l/ 3,92 572,09 2,900,00 1.14 41.31 290.00 1 0,166 r fW^ -3.30 •481,81 2,900.00 . 0,50 17 93 290.00 2 0,197 :} •; 3 2 3.92 572.09 2,900,00 1.14 • 41.31 290.00 1 0,278 i:.102 -5.53 807.07 2,900.00 0.82 29,65 290.00 Title£lock Line 1 You can changes this area using the "Sellings" menu item and then using the "Printing & Title Block" selection. Title Block Line 5 Wood Beam Design Title: Burchfield Residence Dsgnr: Project Desc: Beach house Project Notes: Job# 08-003 ID mi i 'miteil: 6 OCT ZQ' File: C:\Documents and Senings\Bobtliiy Documents£NlRCALC Data te\08-003 bun:iifieid,ec6 ENERCALC, INC, 1983-2008, Ver, 6,0.19, N:54471 Description: t'^BS 9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length - •' < -0+0,750' Length - Length 2 0,331 6 ofl 960.90' 2.900.00 • 192 69,40290,00 Length - •' < -0+0,750' Length - Length 1 2 0,260 0,298 5 97 725.75 92 353.70 2,900,00 2,900.00 0,74 1,73 26.72 290.00 62.38 290.00 Overall IVIaximum Deflections -Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+Lr-M, 2 ';.24? D +• Lr -H L -0,0624 0,0000 7,886 7.886 Maximum Deflections for Load Combinations - Unfactored Loads Load Combinafion Span Max, Downward Defl Location in Span Max, Upward Defl Location in Span D Only 2 9.356 0.0000 0,000 LrOniy 2 9.242 0,0000 0.000 Lf-H. Onlv 2 : 9.242 0.0000 0,000 D-^Lr + L 2 9.242 0.0000 0,000 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Support 3 Overall MAXimum W2 ^ 2,873 1,879 DOnly 0.001 1.720 1,120 Lr Only -0.012 1.153 0,759 Lr-iL Only -0.012 1.153 0,759 D-HLr-i-L -0.011 2,873 1,879 D L Title Block Line 1 You can changes this area using the "Settings" menu item and then using lhe "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Description: RB#9a IVIaterial Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Title: Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: Pilnlsd; GOCT 2006. •l2-5jPM File: C:\Documenis and SeWngsiBoblMy bocuments\ENB^CALC Data Rlesti)8-b03 burchfield.ec6 ! ENERCALC, INC. 198J.2008, Ver 6.0.19, N:54471 " 7 ;"T„¥^iBMiMlMi?a Fb - Compr Fb - Tension Fc-Prll Truss Joist Fc-Perp Parallam 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Caicuiations IBC 2006. CBC 2007. ZOOS fiOS 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi £: Modulus of Elasticity Ebend-XX 2,000.0 ksi Eminbend - xx ksi Density 34.150pcf D<0,CM3IU0.027! 0(0 Ol^ii 1,1(0 05) D'O. l6)Lr(\) I03| Applied Loads Load for Span Number 1 Uniform Load D = 0.0430, Lr = 0.0270 k/ft, Tributary Width = 1,0 ft Load for Span Number 2 Point Load: D = 0.0520, Lr = 0.050 k @ 0.0 ft Uniform Load ; 0 - 0.160, Lr = 0.1080 k/ft. Tributary VVidlh = 1,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Sea-ice loads entered. Load Factors will be applied for calculations. fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where.maximum occurs = Maximum Deflection Max Downward Live Load Deflection Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio ;rn:1 3.5x11.875 576.49psi 2,900.00psi +D+Lr+H 7.591ft .Span # 2 0.044 in -0.009 in 0.108 in -0.021 in Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Overall MAXimun:" : c Length = 15,5^ , 1 Length = 13,C,; 2 Length = 15,6f;:^ 1 Length = 13.0 ii 2 Length = 15,5(: ii 1 Length = 13,0!! 2 •>-0-'ir-*H L.eriglh=15,5C 1 Length = 13,0 \\ 2 Max Stress Ratios M V 0.187 ; 0,199 0,113 0,118 0,113 0,118 0,167 0,199 Maximum Shear Stress Ratio Section used for ttiis span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.220 : 1 .5x11.875 63.93 psi 290.00 psi -^D+Lr-nH 15.500 ft Span # 1 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow -3.73 543.51 2,900.00 t,77 63.93 290 00 3.So 576.49 2,900.00 1 77 63.93 290.00 327.3? 2,900.00 1.06 38.22 290.00 iii, 342,98 2,900,00 1.06 38.22 290 00 -2 24 327.37 2,900.00 1.06 38.22 290.00 " 342,98 2,900.00 1,06 38.22 290.00 -3 73 543.51 2,900,00 1.77 63,93 290.00 576.49 2,9'00,00 1.77 63.93 290.00 Title Block Linel You can changes Ihis area using the "Settings" menu item and then using Ihe "Pnnting & Title Block" selection. Title Block Line 6 Wood Beam Design Description: RB#9a Title: Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: It Frawci: 5 OCT 2006 12:53PM File: C:\Documents and Sen'ng5tBob\My Documents\EhiERCAi.(^ Data FiiesU)8-663 bufci)Md,ec6. ENERCALC INC 1983-2008, Ver 6.0.19. N:54471 Load Combination Segment Length Span# Max Stress Ratios M V Summary of Moment Values Mactual fb-desIgn Fb-allow Summary of Shear Values Vactual fv-design Fv-allow Length = 15.50 i' 1 0.16S io -3.:3;5 489.48 2,900,00 1,59 57,50 290.00 Length = 13.0 ft 2 0,179 3 55 518,11 2,900,00 1,59 57.50 290,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max.'+' Defl Location in Span 0 nHIf + L"" 1 O.Ofi.^ • 3,329 D * Lr + L •0,0206 12.275 Q + it + l 2 onyi 7.067 0,0000 12,275 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max, Downw,3rd Defl Location in Span Max. Upward Defl Location in Span DOnly 1 •0.0117 12.379 DOnly 2 0 OOOO 0.000 LrOnly 1 -y 2.913 -0.0089 12.171 i-r Only 2 7.067 0,0000 0,000 L{*i Only 1 2.9" 3 -0,0089 12.171 Lr+L Only 2 iiiii^! : 7.067 0,0000 0,000 D•^Lr-^L 1 v'^i 1 329 0,0206 12.275 D*Lr + L 2 i ii 7.067 0,0000 0.000 Maximum Vertical Reactions • Unfactored Load Combination Support 1 Support 2 Supports Overall M'AXimuni 0,302^ 2.913 1,455 DOnly 0.188 1.743 0,867 Lr Only 0.114 1.171 0,588 Lr-H. Only 0.114 1.171 0,588 D+lr + l 0.302 2.913 1,455 /(ho /or . «U^J.Mj^pp!pi{|..H; l ....J^JJf. I| Titleeiock Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection Title Block Line 6 Wood B0am Design Description: RB# 10 Ridge Material Properties Title; Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: /5 File: C:\Oocuments and SetUngstBobMy Documents\Ei^ERCALc^Daia j^flesm-OOS bupclineld,ec6 ENERCALC, INC, 1983-2008, Ver 60.19. N:54471 Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc-Prll Truss Joist Fc-Perp Parallam 2.0E Fv Ft Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi ;BC 2007. 2005 NDS £: Modulus of Elasticity Ebend-XX 2,000.0ksi Eminbend - xx ksi Density 34.150pcf D(0,<56ILrlO-l?, M43) D(0,6) Lr(0,57) 0(0.6) peiSIl?) D(0o6S)tr[0.331 Lr(2.H3) CKO 393) Lr(0.?6) Applied Loads Load for Span Number 1 Service loads enserer.!. Load Factors will be applied for calculations. Uniform Load: Uniform Load: Uniform Load: Uniform Load: Uniform Load: Point Load: D D = 0,4560, Lr = 0,420 k/ft. Extent = 0.0 -» 2,0 fl, Tributary Widlh = 1,0 ft 0 • 0,330, Lr = 0.30 k/ft. Extent = 2.0 -» 3.750 ft. Tributary Width = 1.0 ft D -0.2880, Lr = 0.260 k/ft, Extent = 0 - 0.3620, Lr = 0.330 k/ft. Extent = 0 = 0.3930, Lr = 0.360 k/ft. Extent = •--2 5160, Lr = 2.1430 k@ 2.0 ft 3,750 -» 12.750 ft. Tributary Width = 1.0 ft 12.750 -» 14.50 ft. Tributary Width = 1.0 ft 14.50 ~» 17.50 ft. Tributary Width = 1.0 ft Point Load: 0 = 0.30, Lr = 0.570 k & 3.750 ft Point Load: D - 0.60, Lr = 0.570 k @ 13.750 ft Point Load: D - 2.5160, Lr = 2.1430 k @ 14.50 ft DESIGN SUMMARY Maximum Bendiny Stress Ratio = Section used for this span fb : Actual FB . Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = : 1 7.0x14.0 2,024,93psi 2,900,00psi t-C+Lr-HH 9.279ft Sij,jn # 1 0.338 in 0.000 in 0.717 in 0 000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span* M V Overall MAXimum .^jivc.;!;.: . Length = 17,50 h. 1 0,698 Maximum Stiear Stress Ratio Section used for tfiis span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.571 : 1 7.0x14.0 165.48 psi 290.00 psi +DH-Lr-+I 0.000 ft Span # 1 Mactual Summary of Moment Values fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow 2,024 93 2,900,00 10,81 165,' 290,00 Length = 17.50 i; D-.L->H Length = 17,50 i' -O+Lr-tH 0,369 0,36S 1,069,21 2,900.00 1,069.21 2,900,00 5 73 87,73 290,00 87,73 290,00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 _ _ Wootd Beam Design Description: lO Ridge Load Combination Max Stress Ratios Segment Length Span# M v length =n7;50 it 1 0.698 ^0-{l,750Lr4{),760i - Length = 17.50 n 1 Overall Maximum Deflections Load Combination D-t-Lr + L' 1 0 Maximum Deflections for Load Combinations Q8-003 Title : Burchfield Residence Job #- Dsgnr: Project Desc: Beach house Project Notes: File: C:\Oocunients and Setlings\Bob\My bocuments\ENERCALC Data I=lles\08-063 l)urcMeld.ec6 t$ ENERCALC, INC. 1983-2008, Ver 60,19, N:54471 f Summary of Moment Values 0,616 Unfactored Loads Span Max,"-" Del! Mactual 38,59 '<.fi'- ' ]< fb-design 2C24.93 1 736.00 Fb-allow 2«00.00 2,900,00 Summary of Shear Values Vactual Iv-design Fv-allow 165,48 290:Q0 Location in Span Load Combination Unfactored Loads Load Combination DOnly Lr Only •JM. Only •J + Lr + L Maximum Vertical Reactions Load Combination Span 1 1 1 1 Unfactored Max. Dowiiwiim Defl Location in Span B 923 8,92K Max. Upward Defl 0,0000 0,0000 0.0000 0.0000 10.81 9.54 Max. "•••" Defl 0.0000 Location in Span OOOO . 0,000 0,000 0,000 14804 290,( Location in Span 0,000 Overall MAXimum DOnly LrOnly Lr-i-L Only D-t-Lrt-L 1/Wt Ct Q v3 Support 1 Support 2 11,737 11.177 6.214 5.912 •J 5.524 5.265 5.524 5,265 11.737 11,177 11 1,%' -:1s SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. OF- CALCULATED BY- CHECKED BY SCALE- RA. DATE. DATE- PRODUCT im IrimWSJ inc., Orator. Mass, 0147L JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF. CALCULATED BY- CHECKED BY SCALE DATE. DATE- Wl hi' 0 i '5? c / 1 ) '5? c / 1 ) 6 v): // 4): •• L 1 V z ^' 7 ^ I* /A-/ X S .-V IH S / 7 t i (i / . ( P He. f •1 7. \-}^ •1 7. rA/ \-}^ ^-^ T ( / ^' tf ^-^ •t ^' „/ U / - iP 1 ; ^ 14. 4, mm.. L ,1 X 1 n mm.. L ,1 X Ml. { 1 [ f n mm.. L ,1 X Ml. { 1 [ f .... n mm.. L ,1 X Ml. t. a* t. 6 „..Vnf,„T,^.,>' -,:?„;!; f i ! l.-iA Tri 1 0^3... xCrrx..i........f. d? a* t. -z-S^Sq 7i > ) |1 % T Tri 1 .So a* t. -z-S^Sq lid 7i > ) o,| a* 1 c o,| a* 1 c 1^' o,| 1 c 1^' fe' - il i £/ \ w /ZG - A' L.^ f.. w /ZG ^ ill J, _ '•a k /ZG ^ U"^ k /ZG 5 1^ U"^ !> t .J > ^^"1 •— .J .„ . PRODUCT Z04.I I NEWS I tioton, Mass. 0H71, JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. 11 OF. CALCULATED BY- CHECKED BY SCALE- DATE. DATE. /o/i /d8 fBODUCT 204-1 IMEBSI Int.. Groton, Mia 0H71, JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. n OF- CALCULATED BY- CHECKED BY SCALE IS DATE- DATE- /D S V A f t ti....!<vy... //o II Ptf)o/L 2V + l,^,^>lx -? lloo It ,,-2^,0, .U 0: set,.. MX //•z-o a 6. .^...)(..[..^ PRODUCT 204-1 IK/EBsl Inc. Groton, Mass, 01471, Title Block Line i You can changes !lii drea using the "Settings ' mm item and then using thp 'i -iutling & Title Block' selecii'.'ii. Tjt[e iock Line 6 Wppd Bean) Design Description: Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade i russ Joist ^arallam 2.0E Title: Burchfield Residence Job* 08-003 Dsgnr: Project Desc: Beach house Project Notes: Fae~C:\i5ocuments aiid SeingsiobMy l^un«nts\Ei^ERCALC Data Files\0^dd3 burchteld,ec6 ENERCALC, INC. 1983-2068, Ver 6.0.19, N;54471 Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft .".alcuialion-s pf.-- IBC 2006, CBC 2007. 2005 Hi E: Modulus of Elasticity Ebend-XX 2000 ksi Eminbend - xx Oksi Beam Bracing : seam is Fully Braced against lateral-torsion buckling 2900 psi 2900 psi 1600 psi 650 psi 290 psi 1000 psi Density 34.15pcf 0(1.12) MC 2'. ! U(0.24l 0(0.68)1.(0.614) D(1 12)L(0.?59) Applied Loads Beam self weight c.^ictilated and added to loads Load for Span Nuaiber i Uniform Load ' 0,250, Lr = 0.240 k/ft. Tributary Point Load: <^ 1,120, L = 0.7590 k @ 0.50 ft Point Load : 1) i.) 630, L = 0.6140 k &. 2.0 ft Point Load: D =• -0.630, L = 0.6140 k @ 12.0 ft Point Load: D . l. 120, L = 0.7590 k @ 13.50 ft DESIGN SUMMARY Maximum Bendnvg Stress Ratio = Section used foi ttiis span fb : Aclual = FB : Allowable . = Load Combination Location of maximum on span = Span # where maximum occurs IVIaximum Deflection Max Downward L ive Load Deflection = Max Upward Ljve Load Deflection Live Load Deflection Ratio = Max Downw-'ird Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = Width = 1.0 ft i.78Q 1 3.125x12 2,262.77 psi 2,900.00 psi +D+Lr-+H 7.047ft Span # 1 0.308 in 0.000 in 545 0.649 in 0.000 in 258 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.524 : 1 3.125x12 152.01 psi 290.00 psi ->D-K).750Lr-fO.750L-+l 13.060 ft Span # 1 Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Dverall MAXimi r -' Length-14':: 1 • sO '.24 •;4.i4 2,252,77 2,900,00 3,80 152,01 290,00 ^ u Length = I'i w i. 1 0 - '^6 :310 3.26 1,322,02 2,900,00 2,25 89,96 290,00 -hD+L-+i Length = 14.0 -f,. 1 ..< •;.395 9.87 • 1,-579,22 2,900,00 2,86 114,52 290,00 Length = 14 0 1 0 (iO ;511 •4.14 2,262,77 2,900.00 3,70 148,14 290,00 +D-tO,750LriO/'yji.: Length = 14.0 fi 1 •) - 56 ;524 ^3.88 2,220,48 2,900,00 3.80 152,01 290 00 Title Block Line ' You can change?, his -nea using the "Sellings' : eiiu item and then using.l.hr 'FVinlingS Title Block" seleci!-!i . Title Block Line 6 Wood Beam Design Description: •4 Title: Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: File: C:\Oocumenls and SetSngs\Bob\My bocumentsCNHOLCbata FiesV08-063 burch1iekl.6c6 g ENERCALC INC. 1983-2008, Ver 6.0.19, N:54471 S Overall Maxim: Load Combination 0 + LrL Maximum Defii Load Combination D Only' Ll Only L Only Lr+L Only D-^Lr•*•L 5i!i Deflections - Unfactored Loads Span Max.'-"Dei! Location in Span Load Combination Max."+" Defl 1 o.Vi- ^' 7.047 0.0000 -c ' io.ns for Load Combinations - Unfactored Loads Span Max. Dowiiv/ard Defl Location in Span Max. Upward Defl Location in Span ' 1 :io ^ ?o470.0000 aooo 1 -0 ; 047 0.0000 0.000 •i . -v.i 4047 0.0000 0.000 1 9 . 047 0,0000 0.000 •; . 4047 0.0000 0.000 Maximum Verticul Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimuni 6.665 6.665 D Only 3.612 3.612 LrOnly 1.680 1.680 L Only 1.373 1.373 Lr-H. Only 3.053 3.053 D+Lr + L 6.665 6.665 Location in Span 0.000 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO. M-OF- CALCULATED BY- CHECKED BY SCALE. DATE- DATE- fBOOUg 204.1 INEWSI Inc, Craliin, Mass. 01471. Title Block Line l You can changes '.his area using the "Setling:4' menu item and then using tite 'Prinling & Title Block" selec-on. Title Block Line 6 Wood Bet . ! Design Description: - a*- Material Prtnaerties Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Truss Joist Wood Grade : Parallam 2.0E Beam Bracing Title: Burchfield Residence Job# 08-003 Dsgnr: Project Desc: Beach house Project Notes: Fiiiiiea: OC f 2003. ir:i(!i File: CADocuments and &ifings\^^ ENERCALC INC. 1983-2008, Ven 6.0.19, N;54471 Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against iateral-torsion buckling Caicuistic 2900 psi 2900 psi 1600 psi 650 psi 290 psi 1000 psi i;s Onr mc 2006, CBC 2007 2005 M: E: Modulus of Elasticity Ebend-xx 2000 ksi Eminbend - xx Density Oksi 34.15 pcf D(1.83 n,-o.:ii.ijuooo3i wo.o L(1,8) Ul no 0531 T • T T 1 .1 ,1:-^^^ T..., ....J Lt. .....T..... . T _• ; • 1 Applied Load.s Beam self weigh! s-aiculaled and added to loads Load for Span Number 1 Uniform Load • D 0,0140, L = 0,0530 k/ft. Load for SpanNui iber2 Unifomi Lo*; D 0 0140, L = 0,0530 k/fl, Load for Span Nui^ber 3 Uniform Load D : 0,0140, L = 0,0530 k/U, Point Load : : ' .?:iO, L = 1.80 k @ 2,0 It DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for tfiis span fb : Actual FG ; Allowable = Load Combinati.jo Location of mai;:inum on span Span # where maximum occurs Maximum Defic. ;iop Max Downw:jrd Live Load Deflection : Max Upward Live Load Deflection Live i O ld Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Service loans eniered. Load Factors will be applied for calculations. Tiibutarv Width = 1,0 ft Tributarv Width = 1,0 ft Tribuiarv Width = 1,0 ft 0.111: 1 5.25x11.875 322.78psi 2,900.00psi 1.993ft Span # 3 0.003 in -0.001 in 17590 0.006 in -0.003 in 8826 Maximum For ;;; & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.206 : 1 5.25x11.875 59.74 psi 290.00 psi -^0-4.-41 6.000 ft Span # 2 Load Combination Segment Lt OverailMAXimu': Length = 7.0 Length = 6.0: Length = 4.f)fl :: Length = 7.0 • Length = o.i; :• Length = 4,:; Max Stress Ratios Summary of Moment Values Summary of Shear Values Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow 1 0::i'3 0,018 0,47 4563 2,900,00 0,21 5.17 290.00 3 0,206 -1,63 158.04 2,900,00 2,48 59.74 290,00 3 :i i i: 0 206 3,32 322.78 2,900,00 2 48 59,74 290,00 1 '506 0006 0,19 18.53 2,900.00 0,08 1,84 290,00 2 ''}2':' 0.102 -0,79 7692 2,900,00 1.23 29.58 290.00 3 0.102 1,66 161.23 2,900,00 1 23 29.58 290.00 Title Btock Line ' You can change.': using the "Selin-.; and then using ih; Title Block' seleri Title Block Line n Wood Beai Description: ;nis area : menu item ; Priiiiing & n Design Title: Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: FtinKi'i: / OCT ^OOfi, 15:30AM File: C:\bocuments and Settings\Boi)% bocumentstiNERCALC Data FiiKtOii^Oiis burcMeld,ec6. ENERCALC, INC 1983-2008, yen 6.0.19, N:54471 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Ler Qsh Span # M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+L+H " ' Length = 7.0 1 ^'OU' 0,018 0,47 45,62 2,900,00 0,21 5.17 290,00 Length = 60 2 0 206 -1.63 158.04 2,900,00 2,48 59,74 290.00 Length = 4,5: 3 0.206 3,32 322,78 2,900,00 2,48 59.74 290.00 •i-D-f-Lr-^H Length = 7,0 ^ 1 0,006 0,19 18.63 2,900.00 0,08 1.84 290,00 Length = 6 0 > 2 u.n- 0,102 -0.79 76,92 2,900,00 1,23 29,58 290,00 Length = 4.5i • 3 '!''-i:'> 0.102 1.56 151.23 2,900.00 1,23 29.58 290,00 -^D•^O.750Lr•^•0 . Length = 7.0: 1 a 0.015 0.40 38.83 2,900.00 0,18 4,29 290,00 Length = 6,0 • 2 0.180 -1.42 137.76 2,900,00 2.17 52,20 290.00 Length =4,5-! 3 .:m 0.180 2.90 282.39 2,900.00 2.17 52,20 290.00 Overall Max in; m Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max, "+• Defl Location in Span D + Lr-^L 0.00(30 0.000 0 . • )0 3.477 D + U+L -0,0030 3.705 D+Lr-^L 3 • '31 2.265 0,0000 3,705 Maximum Def! actions for Load Combinations • Unfactored Loads Load Combinat: Span Max Downward Defl Location In Span Max, Upward Defl Location in Span D Only 1 :i0012 3,570 0.0000 0,000 DOnly ,i 1,0030 2.265 0.0000 OOOO LOnly •10016 3.430 0.0000 0,000 LOnly 3 .0031 2.265 0.0000 0.000 Lr-tL Only ').0016 3.430 0.0000 0.000 Lr-il Only .0031 2.265 0,0000 0.000 D-i-Lr-^L 0.0028 3.477 0,0000 0.000 D-^-Lr + L 0 0061 2.265 0,0000 0,000 Maximum Ver; icai Reactions • Unfactored :i;!.ippon no;*:;.}:- r:y . ^ Load Combinaiic! Support 1 Support 2 Supports Support 4 Overali MAXimum 0,277 0.281 ' 3.067 1.436 DOnly 0,105 0.047 1.480 0.702 L Only 0,172 0.234 1.587 0.734 Lr-H. Only 0.172 0.234 1.587 0.734 D + Lr + L 0.277 0.281 3.067 1.436 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF- CALCULATED BY- CHECKED BY SCALE DATE. DATE- 10 3. cpip(A'\ ^0O w/. ,S,4„5< 11 /A '/ Ik i\ Mi 4:r 5^- s-fH^&c'^•^ fs[K •'^.•p- 4-- <^ t f1 7 i* ,pr.-i. o L L fHQDUCT 204-1/A/ESs/Inc. CrotM, Mass. 01471. Title Biock Liiu You can change using the "Setiia and then using! Title Block" sell - Title_ Block Liiv Wood Be Description: Material Fo ills area " menu item "Priniing & D o^sign ;J#0 ;Te rties Title: Burchfield Residence Job# 08-003 Dsgnr: Project Desc: E"..;-ar::h house Project Notes: File: C;\DocunK!iii;, and Seltings\BoWMy Documents\ENERCALC Data Files\08-003 burclifield.ec6 ENERCALC, INC, 1983-2008, Ver: 6,0,19, N:54471 Analysis Meihi, ;: Allowable Stress D' LoadCombiRaii. il 2006 IBC & ASCE ' Wood Specie, : Truo:.? Joist Wood Grade Pf.:!u,lam 2.0E Beam Brada Beam is Fully Brae •1 Fb-Compr 2900 psi Fb - Tension 2900 psi Fc-Prll 1600 psi Fc - Perp 650 psi Fv 290 psi Ft 1000 psi iigainst lateral-torsion buckling £: Modulus of Elasticity Ebend-XX 2000 ksi Eminbend-XX Oksi Density 34.15pcf T . T D(0 12.'i) 1(0 07) DiO 0571 LriO.035) T T T T T Applied Loa i Load for Span Uniform i.-; Load for Spaa Oi Uniform L-; • Load for Span Uniform L-... DESIGN St/o : Maximum B. Section uai: •:ber • D = ;ber; [) = 'Ler 0)70, Lr= 0.0350 i :250, L = 0.070 k'- 0570, Lr= 0.0351:: 11: Load Combiii,-. Location of rn, ; Span # where Maximum L'^ Max Dowriv-, Max Upw.;!' Liv.• : Max Dowi iA Max Upwaii Totai ss Ratio ior tnis span Acteial Alifivi'able ,1 ;!um;'nspan = ,;-:iinLirn -occurs f-oi; •d Live Load Deflection ive Load Deflection : HI Deflection Ratio • ci Tolal Deflection :^otal Deflection eflection Ratio 1 libutaiy Width = 1,0 ft ibiilafv Width = 1.0 ft T,J.H!larv Width = 1.0 ft C.-ioo; 1 3.5x9.25 476.38 psi 2,900,00psi +D+L+H 5,034 ft Span #2 0.021 in -0.019 in 0.061 in -0.056 in IVIaximum la & :-Uresses for Load Combinations Load Combinalioii I'.-'--;/ Stress Ratios Segnien:: - - !h Span# M V Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allow/able Load Combination Location of maximum on span Span # where maximum occurs " • 1 3.5x9.25 45.17 psi 290.00 psi +DH-L+H 10,000 ft Span # 2 Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow 98 aft iSO 00 U.100 Title Btock Line ' You can change.^ using the "Seiii-ic,. and then using th: Title Block" seiee: Title Block Line 6 Wood BL. . Description: ills area " menu item 'Printing & i:}n. 1 Design Title: Burchfield Residence Job# 08-003 Dsgnr: Project Desc: Beach house Project Notes; File: C:\Docunienls and SetfingsiiBobtMy DocumentstENERCALC Data Rleis\08-0d3 i)urchfieid.ec6 & ENERCALC INC. 1983-2008, Ver. 6.0.19, N:64471 I ^6 .oad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Le-5lh Span# ivt v Mactual fb-design Fb-allow Vactual fv-design Fv-allow -.11, ""3 •/! o.m"' ^T.%476.38 U 00 ai9 4X17 290.00 3-Lr - I MJti ' -. '•. : • 1 0,085 -0,74 176,95 J Of 0 53 2468 290.00 LeiiqB; •- iC' ' 2 .' 0-100 0,83 198 69 " 00 0,63 28.96 290,00 .A ,.,• 3 0.100 0.83 1S8.69 1.00 0,30 28,96 290,00 t -U 1 f n 1 0.121 -0.67 160.12 JOO 0,76 35.05 290,00 _ >i 2 2!^ 0.142 1,55 373.30 0 00 0.89 41.12 290 00 Length = 1.0 / 3 . .-y 0,142 1.55 373.30 0,27 41,12 290,00 Overall Maxim im Deflections - Unfactored Loads Load Combination Span Max. "-"Defl Location In Span Load Combination Max."+" Defl Location in Span " '- •! MOO " " 0,000'D +"Lr + L -0.0555 0,000- D + Lr-i-L 5.034 0,0000 0000 ''. 'inoo 5.034 D + Lr.-L -0 0556 4.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Conibinalion Span Max, Downward Defl Location in Span Max. Upward Defl Location in Span D Oniy 2 0,0400 5.034 0,0000 0,000 LrOnly 00252 0,000 0.0000 0,000 LrOniv ;: 0,0251 • 4,000 0,0000 0,000 L Oniy ^^0345 5,034 0,0000 0.000 Lr-H. Onlv 2 0.0212 5.034 0,0000 0,000 D + L- - L V J0612 5.034 0,0000 0,000 Maximum Ver ical F-feactions - Unfactoted Load Combination Support 1 Support 2 Supports Support 4 Overall MAXiniu!:-1,343 DOnly 0.853 0.853 Lr Only 0.140 0.140 LOnly 0.350 0.350 Lr-H. Only 0.490 0.490 D + Lr + L 1,343 1.343 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. 2-7 OF- CALCULATED BY- CHECKED BY SCALE DATE- DATE. J A f «3 0 / /4 o,il 1^'/b 0i6 I S^/g l/Iji ^.5 ./k^iM- r. H S 7 7A 5§„,H, ^4 /' i/^ f I •p.... -ji- g)a I... ni: t Qzoy-z./^) 77 : (ofv^- / l^-u f^Xt't^ „,z„i,^ Si, 2 PBODUa 204-1 IfJEBsl Inc.. Groton, Mjss, 01471, JOB- SOWARDS AND BROWN ENGINEERING 2187 Nevifcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.- CALCULATED BY- CHECKED BY SCALE 0F_ DATE DATE fb ill /3' P "6® t(pt£' Zl i-s ltd I-- 7? 7^.^f..(.£.).{feoo). t)^: ii.^ ...4^0. 7-o] 7^ .„|2.^„„, ^24..^., ,t„l,^. „,Ai s.„. "iOP^-K.. 11 1=^ PRODUg 204-1 Iri/EBsl Inc, Grata, Mis. 01471. Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Burchfield Residence Dsgnr: RDS Project Desc: Beach house Projedt Notes: Job# 08-003 Wood Beam Design File: C:\Documents and Settings\8ob\My Documenls\ENERCALC Data Files\08-003 burchlield,ec6 ENERCALC, INC, 1983-2008, Ver: 6,0,19, N:54471 Descnption: FB#11 Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc - PrII Truss Joist Fc-Perp : Parallam 2,0E Fv Ft Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi E: Modulus of Elasticity Ebend-XX 2,000.0ksi Eminbend - xx ksi Density 34.150 pcf ,.jr_ I T Applied Loads Load for Span Number 1 Uniform Load: D = 0.380, L = 0.540 k/ft. Extent = 0.0 -» 13.0 ft. Tributary Width = 1.0 ft UniformLoad: D = 0.10, L = 0.120 k/ft. Extent = 13.0-» 16.50 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.528 1 Section used for this span 7.0x14.0 fb: Actual = 1,532.45psi FB: Allowable = 2,900.00psi Load Combination +D-1-L+H Location of maximum on span = 7.973ft Span # where maximum occurs = Span#1 Maximum Deflection Max Downward Live Load Deflection = 0.261 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = "757 Max Downward Total Deflection = 0.446 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 443 Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.333 : 1 7.0x14.0 96.60 psi 290.00 psi •^-D+L-^H 0.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary ot Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXirnum Enveiope Length = 16,50 ft • n 1 0,528 0,3.33 29,20 1,532,45 2,900,00 6,31 96.60 290,00 Length = 16,50 ft 1 0,219 0,138 12,09 634.39 2,900,00 2,61 39.95 290,00 +D-fL+H Length = 16,50 ft 1 0,528 0,333 29,20 1,532.45 2,900,00 5.31 96.60 290,00 +D+Lr+H Length = 16,50 ft 1 0,219 0,138 12,09 634.39 2,900,00 2.61 39.95 290,00 -HD+0,750Lr-f-0,750L-tH Length = 16,50 ft 1 0,451 0,284 24,92 1,307,93 2,900 00 5.39 82.44 290,00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max, "-Defl Location in Span Load Combination Max "+" Defl Location in Span D+lr + L " "l 0, 1460 • a 195"" 0^0000 " aooo" Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Title: Burchfield Residence Dsgnr: RDS Project Desc: Beach house Project Notes: Job# 08-003 i: ;r2 OCT 2003, (VSuAM File: C:\Documents and Settin9s\Bob\My Documents\ENERCALC Data Files\08-003 burchfield,ec6 ENERCALC, INC, 1983-2008, Ver: 6,0,19, N:54471 Descnption: FB#11 IVIaximum Deflections for Load Combinations - Unfactored Loads Load Combination "D"6niy LOnly L^•^L Only D Lr -^ L Span Max, Downward Defl """"'aT84f 0,2613 0,2613 0,4460 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 7,330 5,400 DOnly 3,031 2,259 LOnly 4,299 3,141 Lr^-L Only 4,299 3,141 D-^Lr-t-L 7,330 5,400 Location in Span ai95"" 8,195 8,195 8,195 Max, Upward Defl "Toooo""' 0,0000 0,0000 0,0000 Location in Span Woo"'"' 0,000 0,000 0,000 A 2 .^^6x:( Tib* -r- /-^f TtT-x:U^ - li^ri ^ ^^^^ JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 F_L SHEET NO CALCULATED BY p- CHECKED BY SCALE — OF- DATE. DATE- ST^it / <5t 0, 9 \ 11 \ .:/. / "7\ V 1 DF im....'^. Wt.M.. ujiioni t IS ,l,4,.,lte,<?,i? £•0, %£0 •I-Fli \ "W" A/: ft d.-.t&..->< &?cl.f^'=..-l IIWX JOB- SOWARDS AND BROWN ENGINEERING 2187 Nev/castie Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF- DATE- DATE- 1.1 .[.ill.. \l)iod I li j 1 ^rryl V 'IK... loM'.. 'i'gl_ tei..'„. ..l...^.i^.4.. 4.-lx- */ v.. JOB- SOWARDS AND BROWN ENGINEERING. INC. Post Office Box 517 SOLANA BEACH. CALIFORNIA 92075 [619] 481-7818 SHEET NO.. f3> OF- CALCULATED BY- CHECKED BY SCALE. DATE- DATE- F6HM 804-1 AyaitablO from //VEBg/lhc Gcoten. MaB». 01450 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE ^5 OF DATE- DATE- ns jY/ft^. jg 7^ f OM/?...^ -tf-M .1 K- I \ jrw. „c,.. ?03 3^/ b7)\":"t3r1 M. L. r ! -f .MkSfyt. t fei"^/. 4 m.. c-4 pocXoi/J 1 tmm 204-1 llVeSsI Inc, Oroton, Msss, 0U71, Sowards & Brown Eng Title ; Burchfield Residence Page: 2187 Newcastle Ave. #103 Job* : 08-003 Dsgnr: RDS Date: OCT 8,2008 Cardiff, Ca 92007 Description. .. (858) 755-8500 Garage restrained wall This Wall In File: C:\Program Files\RP2007\08003 burchfieK Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/supportforiatestreiease Restrained Retaining Wall Desion Code: CBC 2007 Registration #:RP-1172015 2007013 j Criteria I j Soil Data I ; Footing Strengths & Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 3.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width - 3.75 Total Wall Height =^11.50 ft Heel Active Pressure = 55.0 psf/ft Total Footing Widtt = 7.00 Toe Active Pressure = 35.0 psf/ft Footing Thicl^ness = 24.00 in -r f> .111 • Ui .(.1 cofi Passive Pressure = 250.0 psf/ft n nn-Top Support Height = 11.50 ft „„ , Key Width = 0.00 in Soil Density = 118.00 pcf Key Depth = 0.00 in Slope Behind Wal 0.00:1 Footing||Soil Frictior = 0.400 Key Distance from Toe = 0.00 ft Height of Soil over Toe = 6.00 in Q^II hoi^ht tn innnr^ Water heioht over heel = 0 0ft Soil height to ignore f,^, = 2,500 psi Fy = 60,000 psi Water height over heel 0.0 ft for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Wind on Stem - 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3,00 in Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure, NOT USED for Sliding Resistance. USED for Overturning Resistance. [ Surcharg^^ad^^^^^^^^^^^^^Jj I ^^^MT^^^^^^^^^p^^t^^^jn^J [Adjacen^ootin^^a^^^^^^^^^^^J Surcharge Over Heel = 0.0 psf Lateral Load = 92 0 #/ft Adjacent Footing Load = 0.0 Ibs >»Used To Resist Sliding & Overtuming ^^^^^^ -^pp ^ 11 50 ft Footing Width = 0.00 ft ^KV/??M9^°.^®OT5® ^ ° ...Height to Botton- = 0.00 ft Eccentricity = 0.00 in ,„J^2Ly?^l!?LS'ld.'".9i.°}'Srt^^^^^^ Wall to Ftg CL Dist = 0.00 ft I Axial Load Applied to Stem • Footing Type Line Load ' Base Above/Below Soil Axial Dead Load = 125.0 Ibs at Back of Wall " " "" Axial Live Load = 75.0 Ibs . _ , „ Axial Load Eccentricity = 0,0 in Poisson s Ratio - 0,300 j Eartli^^ressur^ ^\\ Soil Density Multiplier = 0,200 g Added seismic per unit area = 192,7 psf i Stem Weight Seismic Load • Fp/Wp Weight Multiplier = 0,361 g Added seismic per unit area = 31,8 psf l^^^l^^^^^^^^jl^jl^^^^^^^^^^^^^^^J^^ Masonn^^^Stem^^ Total Bearing Load = 7,650 Ibs Thickness = 12.00 in fm = 1,800 psi Short Term Factor = 1.000 -resultant ecc, = 2.06 in WallWeight = 124.0psf Fs = 24^000 psi Equiv. Solid Thick. = ll.SOOin Soil Pressure @ Toe = 1,254 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 17,901 Soil Pressure @ Heel = 932 psf OK ^lock Type = Medium Weight Use Full Stresses Allowable = 2,000 psf Design Method = ASD Mmax Between Soil Pressure Less Than Allowable Solid Grouted @ Top Support Top 8c Base @ Base of Wall ACI Factored @ Toe = IfO^Psf Stem OKStem OK" """shear NG!" ACI Factored @ Heel = 1,122 psf „ . ,, . r-^ ^^„rsa. n nn f» ^ ^ Design Height Above Ftc = 11.50 ft 6.74 ft 0.00 ft Footing Shear @ Toe = 13.1 psi OK Rebar Size ~ = # 5 #6 #8 Footing Shear @ Heel = 28.4 psi OK Rebar Spacing = 16.00 In 16.00 in 8.00 in Allowable = 75,0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 1,696,2 Ibs Rebar Depth 'd' = 9,00 in 9,00 in 9,00 in Reaction at Bottom = 5,894,9 lbs Design Data fb/FB +fa/Fa = 0.000 0.843 0.991 Sliding Caks Slab Resists All Sliding ! Moment„„Actua = 0,0 ft-# 4,540,3 ft-# 9,290,0ft-# Lateral Sliding Force = 5,894,9 Ibs ^^^^^^ ^,,^^^^1^ ^ 3,847.8 ft-# 5,384.5 ft-# 9,376.1 ft-# Shear Force @ this height = 1,696.2 Ibs 4,519.9 Ibs Shear Actual = 15.30 psi 44,27 psi Shear Allowable = 42,43 psi 42.43 psi Load Factors - - Rebar Lap Required = 25.00 in 30.36 in Building Code CBC 2007 Hooked embedment into footing (w/ stress level reduction) = 8.00 in Dead Load 1.200 other Acceptable Sizes & Spacings: "-"^^ 1 Toe: None Spec'd -or- Not req'd, Mu < S * Fr ^a.*''^ Heel;None Spec'd -or- #4@ 5,50 in, #5@ 8,50 in, #6@ 12,00 in, #7@ 16,51 ^'"'^•W 1-6°° Key: No key defined -or- No key defined Seismic, E 1,000 Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title : Burchfield Residence Job# ; 08-003 Dsgnr: RDS Description,,,, Garage restrained wall Page: Date: OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-117201S 2007013 Restrained Retaining Wall Design Code: CBC 2007 1 Footing Design Results | Toe Heel Factored Pressure = 1,509 1,122 psf Mu'; Upward = 8,849 0 ft-# Mu' : Downward = 2,639 13,106 ft-# Mu: Design = 6,210 13,106 ft-# Actual 1-Way Shear = 13.06 28,37 psi Allow 1-Way Shear = 75,00 75,00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure Load 8i Moment Summary For Footing : For Soil Pressure Calcs >» Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem = -9,290.0 ft-# Surcharge Over Heel = Ibs ft ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = 200,0 Ibs 3.75 ft 750.0 ft-# Soil Over Toe = 191,8 Ibs 1.63 ft 311.6 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight 1,426.0 Ibs 3.75 ft 5,347.5 ft-# Soil Over Heel 3,731.8 Ibs 5.63 ft 20,991.1 ft-# Footing Weight = 2,100.0 Ibs 3.50 ft 7,350.0 ft-# Total Vertical Force = 7,649.5 Ibs Base Moment = 25,460.2 ft-# Soil Pressure Resulting Moment = 1,313.ft-# DESIGNER NOTES: 12."_Masoni:y-,w/_*5.@ 16." Lateral Restraint 1696. # 12." Masonry wJ #@S@ 12." Masonry w/#8 @ 8." Sliding Restraint 4i e #0@0.in @ Heel 11'-6" 11'-6" 1 + 2'-0" DL= 125., LL=75,#, Ecc= 0,in Lateral Restraint 1696, # 92,psfL^ Sliding Restraint 5894,9# 932,psf 1253,6psf Sowards 8. Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title - Burchfield Residence Job# : 08-003 Dsgnr: RDS Description,,,, Garage wall cantilever construction condition Page: Date: OCT 8,2008 This Wall in File: c:\program files\rp2007\08003 burchfield.r Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria Soil Data Retained Height ' 11.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method 1 j Footing Dimensions & Strengths | Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 35,0 psf/ft 35,0 psf/ft 250,0 psf/ft 118,00 pcf 118,00 pcf 0,400 0,00 in Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min, As % Cover® Top = 3,00 in ( 3,25 ft 3,75 7,00 24,00 in 0,00 in 0,00 in 0,00 ft 40,000 psi 150,00 pcf 0,0018 1 Btm.= 3,00 in f Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning J I Uiteral^oa^ppliedJ^^ j Adjacent Footing Load Lateral Load ...Height to Top ...Height to Bottom Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load I ^P ' % ^^'si^' Multiplier 0 0 #/ft Adjacent Footing Load = 0.0 Ibs 0.00 ft Footing Width = 0,00 ft 0,00 ft Eccentricity = 0,00 in Wall to Ftg CL Dist = 0,00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall " ° ° " Poisson's Ratio = 0,300 = 0,361 g Added seismic base force 406,5 Ibs * Design S u mmary J Wall Stability Ratios Overturning = 2,35 OK Slab Resists All Sliding ! Total Bearing Load = ,,,resultant ecc, = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Slab Resists All Lateral Sliding Force = Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 8,392 Ibs 8,63 in 1,938 psf OK 460 psf OK 2,000 psf Allowable 1,983 psf 471 psf 15,6 psi OK 25.6 psi OK 75,0 psi Sliding I 3,486.5 Ibs CBC 2007 1.200 1,600 1,600 1,600 1,000 m Construction I Top Stem 2nd 3rd Stem OK Stem OK Stem OK Design Height Above Ftc ft = 11,50 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 12,00 12.00 16.00 Rebar Size = # 6 # 6 # 8 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.000 0.754 0.899 Total Force @ Section lbs = 0.0 1,222.7 2,716.5 Moment,,,,Actual ft-# = 0,0 3,354,8 11,054.7 Moment Allowable ft-# = 776,5 4,450,7 12,301.7 Shear Actual psi = 0,0 11,1 17.3 Shear Allowable psi = 38,7 38,7 38.7 Wall Weight psf = 124,0 124,0 164.0 Rebar Depth 'd' in = 2,81 9,00 13.00 LAP SPLICE IF ABOVE in = 36,00 36.00 48,00 LAP SPLICE IF BELOW in = 36,00 36.00 HOOK EMBED INTO FTG in = 10,87 Masonry Data — fm psi = 1,500 1,500 1,500 Fs psi = 20,000 20,000 24,000 Solid Grouting = Yes Yes Yes Use Full Stresses = Yes Yes Yes Modular Ratio 'n' = 21,48 21.48 21,48 Short Term Factor = 1.000 1.000 1.000 Equiv, Solid Thick, in = 11.60 11.60 15,60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psi = psi = Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title - Burchfield Residence Job# : 08-003 Dsgnr: RDS Description..,, Garage wall cantilever construction condition Page: f(0 Date: OCT 8,2008 This Wall in File: c:\program files\rp2007\08003 burchfield.r Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,983 11,075 2,766 8,310 15.56 75.00 None Spec'd None Spec'd None Spec'd Heel 471 psf 0 ft-# 11,154 ft-# 11,154 ft-# 25.65 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S Key: No key defined ' Fr _Sumn^^ OVERTURNING Force Distance Moment Force .RESISTING Distance Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load (® Stem Above Soil • lbs 3,189.4 -109.4 4,50 0,83 _ft-# 14,352,2 -91,1 Seismic Stem Self Wt = 406,5 7,37 Total = 3,486,5 O.T.M. Resisting/Overturning Ratio = 2,996.6 17,257,7 2.35 Vertical Loads used for Soil Pressure = 8,392,4 Ibs Vertical component of active pressure used for soil pressure 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 •• Moment lbs ft ft-# 3,279,4 5.79 18,993,3 0.00 191,8 1.63 311.6 1,586.0 3.82 6,056,8 295,0 4.42 1,302.9 2,100.0 3.50 7,350.0 940.2 7,00 6,581.5 8,392.4 lbs R.M.= '40,596.2 DESIGNER NOTES; pll Sliding Restraint 12.in Mas w/#6 @ 16.in o/c Solid Grout, Spc Insp 16.in Mas w/#6 @ 16.in o/c Solid Grout, Spc Insp t #0@0.in i @Toe i Designer select '• #0@0.in all horiz. reinf. '- @ Heel See Appendix A I 3'-3" 3'-9" 7'-6" 4'-0" 2'-0" 11'-6" 11'-6" 7'-0" Sliding Restraint Pp= 781.25# 3486.5# 459.95psf 1937.9psf Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title : Burchfield Residence Job# ; 08-003 Dsgnr: RDS Description.... Page: ff3> Date: OCT 8,2008 North & South side rerstrained walls permanent condition This Wall in File: C:\Program Files\RP2007\08003 burchfieU Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1172015 2007013 Restrained Retaining Wall Design Code: CBC 2007 Criteria I Soil Data Footing Strengths & Dimensions Retained Height = 10.00 ft Wall height above soil = 0.50 ft Total Wall Height = l aSOft Top Support Height = 10.00 ft Slope Behind Wal = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. { Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density Footing||Soil Frictior Soil height to ignore for passive pressure 35,0 psf/ft 35,0 psf/ft 250,0 psf/ft 118,00 pcf 0.400 0,00 in Toe Width Heel Width Total Footing Widtt Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min, As % Cover® Top = 3,00 in 2,50 ft 3,50 6,00 18,00 in 0,00 in 0,00 in 0,00 ft 60,000 psi 150,00 pcf 0,0018 @ Btm,= 3,00 in Axial Dead Load Axial Live Load Axial Load Eccentricity 700,0 Ibs 1,100,0 lbs 0,0 in j Earth^ressureSei^^ r Sten^Veigh^ei^^ Design Summary Total Bearing Load = 7,822 Ibs ,.,resultant ecc, = 1,13 in Soil Pressure @ Toe = 1,427 psf OK Soil Pressure @ Heel = 1,181 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored ® Toe = 1,793 psf ACl Factored @ Heel = 1,483 psf Footing Shear ® Toe = 19,9 psi OK Footing Shear @ Heel = 26,7 psi OK Allowable = 75,0 psi Reaction at Top = 1,114,8 Ibs Reaction at Bottom = 3,206,5 Ibs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,206,5 Ibs Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1,200 1.600 1,600 1,600 1,000 I^^^^TinML^^^^^^^^^^^temJI Adjacen^ootin^^a^^^^^^^^^^J Lateral Load = 80,0 #/ft Adjacent Footing Load = 0,0 Ibs ,.,HeighttoTop = 10,00 ft Footing Width = 0,00 ft ,,,Height to Botton- = 0,00 ft Eccentricity = 0,00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall ' ° ° " Poisson's Ratio = 0.300 K|^ Soil Density Multiplier = 0.200 g Added seismic per unit area = 167,6 psf 3/Wp Weight Multiplier = 0,361 g Added seismic per unit area = 31,8 psf Thickness = 12,00 in fm = 1,500 psi Short Term Factor = 1,000 WallWeight = 124,0 psf Fs = 24,000 psi Equiv, Solid Thick. = 11,600 in Stem is FIXED to top of footing n Ratio (Es/Em) = 21,481 Block Type = Medium Weight Use Full Stresses Design Method = ASD Mmax Between Solid Grouted @ Top Support Top 81 Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 10,00 ft 5,94 ft 0,00 ft Rebar Size = # 5 #6 #7 Rebar Spacing = 16,00 in 16,00 in 16,00 in Rebar Placed at = Edge Edge Edge Rebar Depth 'd' = 9,00 in 9,00 in 9.00 in Design Data fb/FB + fa/Fa = 0.001 0.454 0.792 Moment....Actua = 4.0 ft-# 2,422.4 ft-# 4,824.9ft-# Moment Allowable = 3,820.4 ft-# 5,340,9 ft-# 6,089,4 ft-# Shear Force ® this height = 1,098,8 lbs 2,642.1 Ibs Shear Actual = 9.98 psi 24,74 psi Shear Allowable = 38,73 psi 38,73 psi Rebar Lap Required = 25,00 in 30.00 in Hooked embedment into footing (w/stress level reduction) = 7,00 in Other Acceptable Sizes & Spacings: Toe; None Spec'd -or- Not req'd, Mu < S * Fr Heel;None Spec'd -or- #4@ 7,75 in, #5@ 12,00 in, #6® 17,00 in, #7@ 23,( Key; No key defined -or- No key defined Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title : Burchfield Residence Job# ': 08-003 Dsgnr; RDS Description..,, Page:. Date; OCT 8,2008 North 8i South side rerstrained walls permanent condition This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 1S-Apr-2008, (c) 1989-2008 www.retalnpro.com/support for latest release Registration # : RP-1172015 2007013 Restrained Retaining Wall Design Code: CBC 2007 Footing Design Results | Toe Heel Factored Pressure = 1,793 1,483 psf Mu': Upward = 5,467 0 ft-# Mu' : Downward = 1,065 6,360 ft-# Mu; Design = 4,402 6,360 ft-# Actual 1-Way Shear = 19.93 26.73 psi Allow 1-Way Shear = 75.00 75.00 psi 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 = -4,824.9 ft-# Surcharge Over Heel = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Axial Dead Load on Stem = 1,800.0 Ibs 3.00 ft 5,400.0 ft-# Soil Over Toe = 147.5 Ibs 1.25 ft 184.4 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight 1,302.0 Ibs 3.00 ft 3,906.0 ft-# Soil Over Heel 2,950.0 Ibs 4.75 ft 14,012.5 ft-# Footing Weight = 1,350.0 Ibs 3.00 ft 4,050.0 ft-# Total Vertical Force = 7,822.4 Ibs Base Moment = 22,728.0 ft-# Soil Pressure Resulting Moment = 739.Jt-# DESIGNER NOTES: 12," Masonry w/#5 ® 16,' Lateral Restraint 1115, # 12," Masonry w/#6 @ 16,' 1O'-0" 12." Masonry w/#7 ® 16." Sliding Restraint 6" i 6fS #0@0.in @Toe 6" ! lO'-O" 1'-6" 10'-6" #0@0.in @ Heel 2'-6" 3'-6" 6'-0" DL= 700., LL= 1100.#, Ecc= 0,in Lateral Restraint 1115. # 80.psfj.,j^ Sliding Restraint 3206.5# 1426.9psf Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Date; OCT 8,2008 Title ; Burchfield Residence Page: Job# ; 08-003 Dsgnr: RDS Description..., North & South side cantilever walls construction This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria i Soil Data Retained Height = 10.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 ; 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method J i Footing Dimensions & Strengths | Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 35.0 psf/ft 35,0 psf/ft 250,0 psf/ft 118,00 pcf 118,00 pcf 0,400 0,00 in Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 5,000 psi Fy Footing Concrete Density = Min, As % Cover ©Top = 3,00 in ( 2.50 ft 3.50 6,00 18,00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Surcharge Over Heel = 0,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning j i ^tera^^a^ppNe^t^terr^^j | Adjacent Footing Load Lateral Load ,..Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in L, Earth Pressure Seismic Load Design Kh 0,200 g Kae for seismic earth pressure Ka for static earth pressure Difference; Kae - Ka 0,392 0.258 0^135 Adjacent Footing Load Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Added seismic base force Using Mononobe-Okabe / Seed-Whitman procedure Stem Weight Seismic Load *Design Summary Fp / Wp Weight Multiplier ! Stem Construction 0,361 g Added seismic base force Wall Stability Ratios Overturning = 1.73 Slab Resists All Sliding ! OK Total Bearing Load ,,,resultant ecc. Soil Pressure 1 Soil Pressure 1 Allowable ! Toe ) Heel 6,707 Ibs 14,79 in 2,530 psf OK 0 psf OK 2,666 psf Soil Pressure Less Than Allowable ACI Factored ( ACI Factored @ Footing Shear ( Footing Shear ( Allowable ! Toe ! Heel ! Toe ! Heel 2,462 psf 0 psf 21.8 psi OK 30.1 psi OK 106.1 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 3,345.9 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1,600 1,000 •Top Stem "stem OK Design Height Above Ft£ ft= 9,33 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.018 Total Force ® Section lbs= 27.8 Moment....Actual ft-#= 12.9 Moment Allowable ft-#= 700.2 Shear Actual psi = 0.8 Shear Allowable psi= 38.7 WallWeight psf= 58.0 Rebar Depth 'd' in = 2.81 LAP SPLICE IF ABOVE in = 30.00 LAP SPLICE IF BELOW in= 30.00 HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data - - - fc psi = Fy psi: 2nd Stem OK 4.00 Masonry 12.00 # 6 16.00 Edge 0.477 1,020.0 2,545.9 5,340.9 9.2 38.7 124.0 9.00 36.00 36.00 1,500 24,000 Yes Yes 21.48 1.000 5.60 Medium Weight ASD 1,500 24,000 Yes Yes 21.48 I. 000 II. 60 3rd Ratio > 1.0 0.00 Masonry 16.00 # 7 16.00 Edge 1.029 2,665.1 10,857.4 10,547.6 16.8 38.7 164.0 13.00 63.00 9.09 1,500 24,000 Yes Yes 21.48 1.000 15.60 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 746.5 Ibs 354.9 Ibs Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title ; Burchfield Residence Job# ': 08-003 Dsgnr; RDS Description.... North & South side cantilever walls construction Page; Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results 1 Toe Heel Factored Pressure 2,462 0 psf Mu' ; Upward 8,122 0 ft-# Mu'; Downward 1,368 8,709 ft-# Mu: Design 6,754 8,709 ft-# Actual 1-Way Shear 21.80 30.12 psi Allow 1-Way Shear 106.07 106.07 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S ' Key; No key defined Fr Summary of Overturning & Resisting Forces & IVloments .OVERTURNING.. Force Distance Moment Force .RESISTING Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,314.4 3.83 8,871,8 Soil Over Heel = 2,556,7 4.92 12,570.3 Toe Active Pressure = -70.0 0.67 -46,7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Seismic Earth Load = 746.5 6.90 5,151.2 Soil Over Toe _ Surcharge Over Toe _ 147,5 1,25 184.4 Seismic Stem Self Wt Total Resisting/Overturning Ratio 354.9 3,345.9 6.11 O.T.M. = 2,170.2 16,146.5 1.73 Stem Weight(s) _ Earth @ Stem Transitions,. Footing Weight _ Key Weight 1,384,8 275,5 1,350,0 3,07 3.61 3.00 4,246.7 993.8 4,050.0 Vertical Loads used for Soil Pressure 6,706, 8 lbs Vert, Component 992.3 6,00 5,954.0 Vertical component of active pressure used for soil pressure Total = 6,706.8 Ibs R.M.= 27,999.2 DESIGNER NOTES; f 1^ Sliding Restraint 6.in Mas w/ #5 ® 16.in o/c Solid Grout, Spc Insp 12.in Mas w/#6 @ 16.in o/c Solid Grout, Spc Insp ,3" "i' Designer select j #0®0.in all horiz. reinf. j- @ Heel See Appendix A, -1-'-2^' • 1 5'-4" 4'-0" 1'-6" 6" 10'-0" 10'-6" 6'-0" Sliding Restraint 3345.9# 2530.psf Sowards 81 Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title ; Burchfield Residence Job# ; 08-003 Dsgnr; RDS Description.... North & South side cantilever walls Page; Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 WWW.retainpro.com/support for latest release Registration #: RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria J I Soil Data Retained Height 7.00 ft Wall height above soil = 0.67 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Allow Soil Bearing = 2,666,0 psf Equivalent Fluid Pressure Method I Footing Dimensions & Strengths | Vertical component of active lateral soil pressure options; USED for Soil Pressure, NOT USED for Sliding Resistance, USED for Overturning Resistance. Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 118.00 pcf 118.00 pcf 0.250 0,00 in Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 2.00 ft 2.00 4.00 13.00 in 0.00 in 0.00 in 0.00 ft fc = 5,000 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top = 3.00 in ® Btm.= 3.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 600,0 Ibs Axial Live Load = 750,0 Ibs Axial Load Eccentricity = 0,0 in I I ^teraH-oa^ppHedJ^ten^^ \ Adjacent Footing Load Lateral Load ,,,Height to Top ,,,Height to Bottom 0,0 #/ft 0.00 ft 0.00 ft I Earth Pressure Seismic Load Design Kh = 0,200 g Using Mononobe-Okabe / Seed-Whitman procedure I Sten^Weigh^eisn^ *Design Summary I Kae for seismic earth pressure Ka for static earth pressure Difference; Kae - Ka 0,392 0,258 07l'35 Adjacent Footing Load Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Added seismic base force Fp / Wp Weight Multiplier 0,361 g Added seismic base force Wall Stability Ratios Overturning = -1.64 Slab Resists All Sliding ! OK Total Bearing Load ,,,resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 4,618 Ibs 8,28 in 2,351 psf OK 0 psf OK 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ ACI Factored @ Footing Shear ( Footing Shear 1 Allowable Toe Heel 5 Toe 5 Heel 2,546 psf 0 psf 17,6 psi OK 12,2 psi OK 106.1 psi Sliding Calcs Slab Resists All Sliding Lateral Sliding Force Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1,788.0 lbs Stem Construction 1 Top Stem 2nd 3rd Stem OK Stem OK stem OK Design Height Above Ftc ft 6.33 3.33 0,00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness 6.00 8.00 12.00 Rebar Size # 5 # 5 # 6 Rebar Spacing 16.00 16.00 16,00 Rebar Placed at = Center Edge Edge Design Data fb/FB + fa/Fa 0.012 0.341 0.846 Total Force @ Section lbs 30.3 391.6 1,315,5 Moment..,,Actual ft-# 16.1 618.8 3,767,2 Moment Allowable ft-# = 1,373.1 1,812,8 4,450,7 Shear Actual psi 0.6 6,1 12,0 Shear Allowable psi 38.7 38,7 38,7 Wall Weight psf 58.0 78,0 124,0 Rebar Depth 'd' in 4.20 5,25 9,00 LAP SPLICE IF ABOVE in 30.00 30,00 36,00 LAP SPLICE IF BELOW in 30.00 30,00 HOOK EMBED INTO FTG in = 6.00 Masonry Data fm ._., Masonry Data fm psi = 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Use Full Stresses = Yes Yes Yes CBC 2007 Modular Ratio 'n' = 21,48 21.48 21.48 1.200 Short Term Factor = 1,000 1.000 1.000 1.600 Equiv, Solid Thick, in = 5,60 7.60 11.60 1.600 Masonry Block Type = Medium Weight 1.600 Masonry Design Method = ASD 1.000 Concrete Data fc Fy psi = psi = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 407,8 lbs 185,7 Ibs Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title : Burchfield Residence Job# : 08-003 Dsgnr: RDS Description.... North 8i South side cantilever walls Page; Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (C) 1989-2008 v™w.retainpro.com/support for latest release Registration #: RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Toe Heel Factored Pressure 2,546 0 psf Mu'; Upward 5,215 0 ft-# Mu'; Downward 863 1,853 ft-# Mu: Design 4,352 1,853 ft-# Actual 1-Way Shear 17.63 12.23 psi Allow 1-Way Shear 106.07 106.07 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key; No key defined [Si ummai^of Overturning & Resisting Forces & Moments 12 I RESISTING Force Distance Moment _|bs _ ft _ ft-# 826,0 3,50 2,891,0 Item Force Ibs .OVERTURNING., Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load ® Stem Above Soil = Seismic Earth Load = Seismic Stem Self Wt 1,264,4 -70,0 407,8 185.7 Distance ft 2,83 0,67 5,10 4,76 Moment ft-# 3,582,4 -46,7 2,080.0 883.9 Total = 1,788.0 O.T.M. = 6,499.7 Resisting/Overturning Ratio = 1.64 Vertical Loads used for Soil Pressure = 4,618.3 Ibs Vertical component of active pressure used for soil pressure 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 = 600,0 2,50 1,500.0 118,0 1,00 118.0 724,6 2,42 1,753.2 157,5 2,81 443.0 900,0 2,00 1,800,0 542,1 4,00 2,168,5 3,868,3 lbs R.M.= 10,673,"7 DESIGNER NOTES; Sliding Restraint 6,in Mas w/#5 @ 16,in o/c Solid Grout, Spc Insp 8,in Mas w/#5 @ 16,in o/c Solid Grout, Spc Insp 6" #0@O,in @Toe : 1 Designer select \ #0@0,in all horiz, reinf, h- @ Heel Appendix A j 12.in Mas w/#6 ® 16.in o/c Solid Grout, Spc insp 2'-0" 2'-0" ..X.-A" 3'-0" 3'-4" 1- A 1'-6" 7'-0" 7'-8" 4'-0" DL= 600,, LL= 750,#, Ecc= 0,in Sliding Restraint 1788,# 2350,6psf Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 Information. Title ; Burchfield Residence Job# ; 08-003 Dsgnr; RDS Description,,,. North 8. South side cantilever walls Page Date: OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registratlonff: RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 I Criteri^^^^^^^^^^^^^^^^^^J | ^2ilJ22i^^MHi,i^^^^^«B^^J ' Footing Dimensions & Retained Height = 5.33 ft Allow Soil Bearing = 2,666,0 psf Toe Width \Mo» h^-.^M ^.,11 - n c-7 ft Equivalent Fluid Pressure Method Heel Width Wall height above soil - 0,67 ft Heel Active Pressure = 35,0 psf/ft Total Footing Width Slope Behind Wall = 0,00; 1 Toe Active Pressure = 35,0 psf/ft Footing Thickness Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 118.00 pcf Key Depth = Soil Density, Toe 118,00 pcf Key Distance from Toe = Wind on Stem = 0,0 psf Footing||Soil Friction = 0,250 <,,,,,,.., fc = 2,500 psi Fy = Vertical component of active Soil height to ignore Footing Concrete Density = lateral soil pressure options; for passive pressure = 0,00 in Min. As % USED for Soil Pressure. Cover ® Top = 3.00 in ® NOT USED for Sliding Resistance. USED for Overturning Resistance. [Surcharg^oads^^^^^^^^^^^ | ^tera^^acLftppNe^ i Adjacent Footing Load Surcharge Over Heel = o.O psf Lateral Load = 0 0 #/ft Adjacent Footing Load = Used To Resist Sliding & Overturning ,,,Heightto Top = 0,00 ft Footing Width Surcharge Over Toe = 0,0 psf ,,,Height to Bottom = 0,00 ft Eccentricity Used for Sliding & Overturning Wall to Ftg CL Dist [Axial L^oad Applied to Stem • Footing Type •HHMii^HHMMiii^HaHHMMid Base Above/Below Soii Axial Dead Load = 600,0 Ibs at Back of Wall Axial Live Load = 750,0 lbs Poisson's Ratio Axial Load Eccentricity = 0,0 in I Earth Pressure Seismic Load | for seismic earth pressure = 0,392 Added seismic base force Design Kh = 0,200 g Ka for static earth pressure = 0,258 Difference: Kae - Ka = 0,135 Using Mononobe-Okabe / Seed-Whitman procedure [ Stem^Wejgh^eis^^ Fp ' Wp Weight Multiplier = 0,361 g Added seismic base force i *Design Summary | Stem Construction | Jop stem 2nd 3rd 'mamm^mmmm^mmmma^^tmim^^mmM mmmmmimammi^mmm^^^mmJi Stem OK Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 4.67 3.33 0,00 Overturning = 1.51 oK Wall Material Above "Ht" = Masonry Masonry Masonry Slab Resists All Sliding ! Thickness = 6,00 8,00 8.00 Rebar Size = #5 #5 #5 Total Bearing Load = 3,231 Ibs Rebar Spacing = 16.00 16.00 16,00 -resultant ecc. = 5.31 in Rebar Placed at = Center Edge Edge Design Data Soil Pressure @ Toe = 2,113 psf OK fb/FB-t-fa/Fa = 0.012 0.072 0.948 Soil Pressure ©Heel = ,111^'^°^ Total Force ® Section lbs= 29.9 139.1 766.3 Allowable = 2,666 psf Moment...Actual ft-#= 15,8 131,4 1,718,9 Soil Pressure Less Than Allowable .j, ^ , ACl Factored® Toe = 2,446 psf ^""^e"' Allowable ft-#= 1,373,1 1,812,8 1,812,8 ACl Factored @ Heel = 117 psf Shear Actual psi = 0,6 2.1 12.0 Footing Shear® Toe = 13,9 psi OK Shear Allowable psi= 38,7 38,7 38,7 Footing Shear® Heel = 6 2 psi OK WallWeight psf= 58,0 78,0 78,0 Allowable = 75,0 psi Rebar Depth 'd' in = 4,20 5,25 5,25 o,-^- ^1 cii,D -» AMoi-^- , LAP SPLICE IF ABOVE in= 30,00 30,00 45,00 S, s1dTng Fo?ce ' i3 LAP SPLICE IF BELOW in= 30,00 30,00 Lateral Sliding Force _ 1,122,8 Ibs HOOK EMBED INTO FTG in = 6,00 Masonry Data — — - fm psi= 1,500 1,500 1,500 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Load Factors - - - Use Full Stresses = Yes Yes Yes BuildingCode CBC 2007 Modular Ratio'n' = 21,48 21,48 21,48 Dead Load 1 200 Short Term Factor = 1,000 1,000 1.000 Live Load 1 600 Equiv, Solid Thick, in= 5,60 7,60 7,60 ^g^f, ^ .| gQQ Masonry Block Type = Medium Weight yvind'w 1 600 Masonry Design Method = ASD Seismic, E 1^000 Concrete Data - - - - - — f c psi = Fy psi = Strengths | 1.75 ft 1.17 2.92 18.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3,00 in 0,0 Ibs 0,00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0,300 263,3 Ibs 113.1 Ibs Sowards 81 Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title ; Burchfield Residence Job# ; 08-003 Dsgnr; RDS Description.... North 81 South side cantilever walls Page: Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-20D8, (c) 1989-2008 vww.retainpro.com/support for latest release Registration # : RP-11720-15 2007013 Cantilevered Retaining Wail Design Code: CBC 2007 Footing Design Results Factored Pressure. Mu' ; Upward Mu' : Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe •• 2.445:,- . 0 0 2,233 13.92 75.00 None Spec'd None Spec'd None Spec'd Heel : - 117 psf 0 ft-# 512 ft-# 512 ft-# 6,18 psi 75.00 psi Other Acceptable Sizes & Spacings Toe; Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & IVloments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • Seismic Earth Load Seismic Stem Self Wt Force Ibs .OVERTURNING.. Distance ft 816.4 -70,0 263,3 113.1, 2,28 0,67 4,10 4,36 Moment ft-# 1,858.6 -46,7 1,079,1 493,2 Force Ibs .RESISTING Distance ft 1,122.8 O.T.M. = Total Resisting/OyerturningBatio^ i ;.^ ..>: ••= . 1.51 Vertical Lda¥s Used for Soit Pressure: ='- - • Si231,2-''IbS Vertical component of active pressure used for soil pressure 3,384,2 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 ; . 316.6 600,0 103,3 441,4 13,0 657,0 2,67 2,08 0,88 2,07 2,33 1.46 Total = 350.0 ' • • 2.92 ' 2,481.2 lbs R.M.= Moment ft-# 844.7 1,250.0 90.3 913.2 30.3 959,2 1,022,1 "5,f09,8 DESIGNER NOTES; Sliding Restraint 6,in Mas w/#5 ® 16,in o/c Solid Grout, Spc Insp 8,in Mas w/#5 @ 16,in o/c Solid Grout, Spc Insp 6" #0®0,in @Toe .1.'-4'1 i 4'-8" i 1'-6" •i' 1 5'-4" 6'-0" Designer select i *°@°-l" all horiz. reinf. ! @ l-lggi See Appendix A i 1'-9" 1'-2" 2'-11" DL= 600., LL= 750.#, Ecc= O.in Sliding Restraint 1122.8# 2112,5psf Sowards 8i Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 756-8500 information. Title ; Burchfield Residence Job# : 08-003 Dsgnr; RDS Description,,,, North & South side cantilever walls Page Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 wvi/w.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 i Criteri^^^^^^^^^^^^^^^^^^^J | SoH^ata^^^^^^^^^^^^^^^^^Jj [Footing Dimensions & Retained Height = 3.33 ft Allow Soil Bearing = 2,000.0 psf Toe Width t,„i„k,»-,k„„« - nc-7« Equivalent Fluid Pressure Method Heel Width = Wall height above soil - 0.67 ft Heel Active Pressure = 35.0 psf/ft Total Footing Width Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 psf/ft Footing Thickness Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0ft Soil Density, Heel = 118.00 pcf KevDeoth = Soil Density, Toe 118.00 pcf Key Distance from Toe = Wind on Stem = 0.0 psf Footing||Soil Friction = 0.250 Vertical component of active Soil height to ignore Footing Concrete'Density^^=~ lateral soil pressure options: for passive pressure = 0.00 in Min. As % USED for Soil Pressure. Cover @ Top = 3,00 in @ NOT USED for Sliding Resistance, USED for Overturning Resistance, [ Surchai^^o^^ ; ^ Adjacenl Footing Load Surcharge Over Heel = 0,0 psf Lateral Load = 0 0#/ft Adjacent Footing Load = Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 ft Footing Width Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0,00 ft Eccentricity Used for Sliding & Overtuming Wall to Ftg CL Dist \ Axial Load Applied to Stem • ?oo'Cmg Type ^ti^im^iammmaammmmmmmmmmimmmmmmm Base Above/Below Soil Axial Dead Load = 600,0 Ibs at Back of Wall Axiai Live Load = 750,0 ibs Pni<;<;nn'Q Ratin Axial Load Eccentricity = O.Oin Poissons Ratio ; Earth Pressure Seismic Load I Kae for seismic earth pressure = 0,392 Added seismic base force WignKh = 0,200 g Ka for static earth pressure = 0,258 Difference; Kae - Ka = 0,135 Using Mononobe-Okabe / Seed-Whitman procedure : Sten^/Veight^ei^^ Fp < Wp Weight Multiplier = 0,361 g Added seismic base force ! *Design Summary | ; Stem Construction | Top stem 2nd 3rd •••ammKmmmmmmmmmmmmimmmmmmmmmm mmammmmmmm^ammmimmi^mm stem OK Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2,67 1,33 0,00 Overturning = 2.03 OK Wall Material Above "Ht" = Masonry Masonry Masonry Slab Resists All Sliding ! Thickness = 6.00 8.00 8.00 Rebar Size = #5 #5 #5 Total Bearing Load = 2,568 lbs Rebar Spacing = 16,00 16,00 16.00 ...resultant ecc. = 2.40 in Rebar Placed at = Center Edge Edge Design Data Soil Pressure @ Toe = 1,837 psf OK fb/FB-i-fa/Fa = 0.023 0.072 0.480 Soil Pressure ©Heel = ^30 psf OK Total Force ® Section lbs= 29.9 139.1 325.4 ^''Tofl^ressureLessfhanAllowTle''^^ Moment....Actual ft-#= 15.8 131.4 476,9 ACI Factored® Toe = 2,258 psf 1^°"^^"' Allowable ft-#= 700,2 1,812,8 993,0 ACI Factored @ Heel = 652 psf Shear Actual psi = 0,8 2,1 5,1 Footing Shear® Toe = 8,8 psi OK ^hear Allowable psi= 38,7 38,7 19,4 Footing Shear ©Heel = 3,8 psi OK WallWeight psf= 58,0 78,0 78,0 Allowable = 75 0 psi Rebar Depth 'd' in= 2,81 5.25 5.25 cfw n 1^ cioh an ciiw-„n I LAP SPLICE IF ABOVE in = 30.00 30.00 30.00 Sliding Calcs Slab Resists All Sliding ! , , r, ^r,, ,,-r,r-, Lateral Sliding Force = 543.1 Ibs HOOK EMBED INTO FTG in = 6.00 Masonry Data fm psi= 1,500 1,500 1,500 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Load Factors -- - Use Full Stresses = Yes Yes No BuildingCode CBC 2007 Modular Ratio'n' = 21.48 21.48 21.48 Dead Load 1.200 Short Term Factor = 1.000 1.000 1.000 Live Load 1 600 Equiv. Solid Thick, in= 5,60 7,60 7,60 £gf^f^ I-j y goo Masonry Block Type = Medium Weight 1 600 Masonry Design Method = ASD Seismic, E 1000 Concrete Data - - fc psi = Fy psi = Strengths 1,00 ft 1,17 2,17 18,00 in 0,00 in 0,00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0,300 131,7 Ibs 73,2 Ibs Sowards 81 Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title : Burchfield Residence Job# ; 08-003 Dsgnr; RDS Description,,,, North 81 South side cantilever walls p3o Page Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 wnww.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Factored Pressure Mu': Upward Mu' ; Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,258 0 0 544 8.75 75.00 None Spec'd None Spec'd None Spec'd Heel 652 psf 0 ft-# 307 ft-# 307 ft-# 3.75 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel; Not req'd, Mu < S * Fr Key; No key defined Summary of Overturning & Resisting Forces & Moments ..OVERTURNING. Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 408.3 1,61 657.3 Toe Active Pressure = -70.0 0,67 -46,7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 131.7 2.90 381,6 Seismic Stem Self Wt = 73,2 3.38 246,9 Total 543,1 O.T.M. = 1,239,2 Force Ibs .RESISTING Distance ft Moment ft-# Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.03 2,568.5 Ibs Vertical component of active pressure used for soil pressure 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 = 197.8 600.0 59,0 285,4 13,0 488,3 175,0_ 1,818.5 Ibs 1.92 1.33 0.50 1.31 1.58 1,09 2,17 R.M.= 379.4 800.0 29.5 374.1 20.6 529.8 _37_9.9_ "2,513.2 DESIGNER NOTES; Sliding Restraint 6.in Mas w/ #5 @ 16.in o/c Solid Grout, Spc Insp 8.in Mas w/ #5 ® 16.in o/c Solid Grout, Spc Insp 8.in Mas w/ #5 @ 16.in o/c Solid Grout, #0@0.in ®Toe #O@0.in ® Heel Designer select all horiz. reinf. See Appendix A r-4" r-4" 1'-4" 1'-6" ! 3'-4" 4'-0" 2'-2" DL= 600., LL= 750.#, Ecc= O.in Sliding Restraint 1837.psf 04CS.1# Sowards 81 Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title : Burchfield Residence Job* ; 08-003 Dsgnr; RDS Description.... North cantilever wall at stair well Page; ' Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Criteria Retained Height = 10.00ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options; USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. I ; Soil Data Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method I j Footing Dimensions & Strengths | Surcharge Loads Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure I r^tej^Ujoa^ppHed^toS^ | Adjacent Footing Load 35.0 psf/ft 35.0 psf/ft 250.0 psf/ft 118.00 pcf 118.00 pcf 0.250 0.00 in Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover® Top = 3.00 in ( 2.75 ft 3.50 6.25 18.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 1 Btm.= 3.00 in Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Axial Dead Load Axial Live Load Axial Load Eccentricity 1,500.0 Ibs 1,500.0 Ibs 0.0 in j Earth Pressure Seismic Load Design Kh = 0.200 g Using Mononobe-Okabe / Seed-Whitman procedure 1 StemJWeight^Se^ *Design Summary I Kae for seismic earth pressure Ka for static earth pressure Difference; Kae - Ka 0.392 0.258 "0T135 Adjacent Footing Load Footing Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Added seismic base force Fp / Wp Weight Multiplier 0.361 g Added seismic base force Wall Stability Ratios Overturning = 2.15 Slab Resists All Sliding I OK Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 9,788 Ibs 8.34 in 2,611 psf OK 521 psf OK 2,666 psf Soil Pressure Less Than Allowable ACl Factored ® Toe = 2,887 psf ACI Factored ® Heel = 577 psf Footing Shear @ Toe = 31.8 psi Footing Shear ® Heel = 30.1 psi Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 3,348.6 Ibs OK OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.600 1.000 Stem Construction 1 Top Stem 2nd 3rd Stem OK Stem OK Stem OK Design Height Above Ftc ft = 9,34 4,00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 6,00 12.00 16,00 Rebar Size = # 5 # 6 # 8 Rebar Spacing = 16.00 16.00 16,00 Rebar Placed at = Center Edge Edge Design Data fb/FB + fa/Fa = 0.012 0.576 0.953 Total Force ® Section lbs = 29.9 1,022.7 2,667.8 Moment.,,,Actual ft-# = 15.8 2,563.5 10,885,7 Moment Allowable ft-# = 1,373.1 4,450.7 11,423.1 Shear Actual psi = 0.6 9,3 17.0 Shear Allowable psi = 38.7 38.7 38.7 Wall Weight psf = 58.0 124.0 164.0 Rebar Depth 'd' in = 4,20 9,00 13.00 LAP SPLICE IF ABOVE in = 30,00 36,00 72.00 LAP SPLICE IF BELOW in = 30,00 36,00 HOOK EMBED INTO FTG in = 9.04 Masonry Data — fm psi = 1,500 1,500 1,500 Fs psi = 24,000 20,000 20,000 Solid Grouting = Yes Yes Yes Use Full Stresses = Yes Yes Yes Modular Ratio 'n' = 21,48 21.48 21.48 Short Term Factor = 1,000 1.000 1.000 Equiv, Solid Thick, in = 5,60 11.60 15,60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data • -fc psi = Fy psi = 0,0 Ibs 0,00 ft 0,00 in 0,00 ft Line Load 0,0ft 0,300 746,5 lbs 357,6 lbs Sowards & Brown Eng 2187 Newcastle Ave. #103 Cardiff, Ca 92007 (858) 755-8500 information. Title - Burchfield Residence Job# ; 08-003 Dsgnr; RDS Description.... North cantilever wall at stair well Page: Date; OCT 8,2008 This Wall in File: C:\Program Files\RP2007\08003 burchfiek Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration #: RP-1172015 2007013 Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results Toe Heel Factored Pressure 2,887 577 psf Mu' ; Upward 11,918 0 ft-# Mu' ; Downward 1,620 8,709 ft-# Mu; Design 10,298 8,709 ft-# Actual 1-Way Shear 31.84 30.12 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd other Acceptable Sizes & Spacings Toe; #4® 7.75 in, #5® 12.00 in, #6® 17.00 in, #7® 23.00 in, #8® 30.50 in, #9® 38 Heel; #4® 7.75 in, #5® 12.00 in, #6® 17,00 in, #7® 23,00 in, #8® 30,50 in, #9® 38 Key; No key defined Summary of Overturning & Resisting Forces & IVloments OVERTURNING., Force Distance Moment Force .RESISTING Distance Vertical component of active pressure used for soil pressure Total • 8,287.7 Ibs R.M.= Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,314.4 3.83 8,871,8 Soil Over Heel 2,556,7 5.17 13,209.4 Toe Active Pressure = -70.0 0,67 -46,7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem = 1,500,0 3.42 5,125,0 Load @ Stem Above Soil = Seismic Earth Load = 746.5 6.90 5,151,2 Soil Over Toe _ Surcharge Over Toe _ 162,3 1,38 223,1 Seismic Stem Self Wt Total Resisting/Overturning Ratio 357.6 3,348.6 6.16 2,202,6 O.T.M. = 16,178,8 2.15 Stem Weight(s) Earth @ Stem Transitions _ Footing Weight _ Key Weight 1,395,3 274,9 1,406.3 3,31 3.86 3,13 4,624,8 1,060,6 4,394,5 Vertical Loads used for Soil Pressure 9,787,7 Ibs Vert. Component _ 99Z3 6.25 6,202,1 34,839,6 DESIGNER NOTES; Sliding Restraint 6" 6,in Mas w/#5 @ 16,in o/c Solid Grout, Spc Insp 12.in Mas w/#6 @ 16.in o/c Solid Grout, Spc Insp #O@0.in @Toe Designer select i #0@0.in all horiz. reinf H @ HeelSee Appendix A; 16.in Mas w/ #8 @ 16.in o/c Solid Grout, Spc Insp 2'-9" 3'-6" 6'-3" r-4" 5'-4" 4'-0" 1'-6" 8" A lO'-O" 10'-8" DL= 1500., LL= 1500.#, Ecc= O.in p34 Sliding Restraint Pp= 500.# 521.41 pst ,6# 2610,7psf SYM. MATERIAL EDGE&BOUNDRY NAIL ANCHOR BOLTS SILL NAILING (BOTTOM OF WALL) ' TRANSFER (NAILING TOP OF WALL) ALLOWABLE SHEAR > 3/8" COX PLYWOOD 8" COMMON @ 6" o/c 5/8" X 70" @ 48" O/C 16''@6"o/c A-35 CUP @ 24" O/c (3) 260 PF 3/8" CDX PLYWOOD S'^COMMOW @ 4" o/c 5/8" X 10" @ 36" o/c (4) 76 "©4" o/c A-35 CUP @ 76" O/c (3) 350 PF ^> 112° STRUCT 1 PLYWOOD (1) 10 "COMMON @ 4" o/c 5/8" X 12" @ 24" o/c (4) SIMPSON 1/4"0x 6" SDS SCREWS @ 4" o/c A-35 CLIP OR LTP4 @ 70" O/c (3) 510 PF ^> 1/2" STRUCT 1 PLYWOOD (1) 10" COMMON @ 3" o/c 5/8" X 12" @ 24° o/c (4) SIMPSON 1/4" 0x 6" SDS SCREWS @ 4" o/c A-35 CLIP OR LTP4 @ 70" o/c (3) 665 PF B> 3/8" STRUCT 1 PLYWOOD (1) 8"^ COMMON @ 3" o/c 5/8" X 12" @ 24" o/c (4) SIMPSON 1/4"0x 6" SDS SCREWS @ 4" o/c A-35 CLIP OR LTP4 @ 70" o/c (3) 550 PF 1/2" OSB 8"COMMON @ 4" o/c 5/8" X 72" @ 78" o/c (4) 76"® 4" o/c A-35 CLIP @ 16° o/c 380 PF (#) = REFER TO FOOTNOTES. NOTES: 1. PROVIDE 3xSILL PLATE AND 3x STUDS @ EDGE NAIL FROMABUUING PANELS. SEE DETAIL 2. SEE DETAIL © FOR TYPICAL SHEAR WAU ELEVATION. 3. AT RAISED WOOD FRAMED FLOORS, PROVIDE A-35 TRANSFER CUPS FROM BLOCKING OR RIM JOIST TO MUD SILL PER TRANSFER (TOP OF WALL). 4. PROVIDE LONGER ANCHOR BOLTS WHERE REQUIRED BY DETAILS IN THE DRAWINGS. 5. ALL STUDS SHALL BE AT 16foJc (TYPICAL). e. WALLS WTTH PLYWOOD BOTH SIDES PER PLAN. o I SHEAR WALL SCHEDULE SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 .SHPFT M^i 1— — riF CAI r.iii ATFn BV /o// /(J ^ rHPrikpn BV riATF .csnAi F 5 Sive ^£ [l?l^6i IS f M /A/ O om. I..,:D P.... .0. / 1^ 8 i fei ^2; i 5 ! t i,t„ oe,' X GtiiK^M 1 1 B^J^ 6 .X.\1...>^...1....^. ^...iLl H^^o :^ 1 2 ^.^T/I'^'^kziodc^ )\^^fEf nkiiCk'^i 7-77..^ ./..I /.I i PBOMJa ZIM-l ItVeWsl Inc, Gmton, Miss, 0U71, Title B;ock Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, ..Title BIcxk Line 6 ASCE 7-05 Sect 6.4, iVIWFRS:Simplified Forces Title: Burchfield Residence Dsgnr: Project Desc: Beach house Project Notes: Job # 08-003 File: CADocuments and SettingsffioWMy Documents\ENERCALC Data Files\08-003 burctilield,ec6 ENERCALC, INC, 1983-2008, Ver: 6.0.19, N:54471 Descnption: Burchfield Residence Analytical Values V : Basic Wind Speed per Sect 6,5,4 & Figure 1 Roof Rise;Run Ratio Occupancy per Table 1-1 Importance Factor per Sect 6,5,5, & Table 6-1 Exposure Category per 6,5,6,3, ,4 & ,5 Mean Roof height Lambda ; per Figure 6,2, Pg 40 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 6,5,7,2 Design Wind Pressures Horizontal Pressures,,, Zone; A = Zone: B = 85.0 mph 4:12 1.00 Exposure D 25.50 ft 1.62 10,0 ft'^2 0 to 7 degrees 10,0 psf 1.00 Values based on wind speed are interpolated between tablular values. All Buildings and other structures except those listed as Category I, 111, and IV "Lambda" is interpolated between height tablular values. oimum Adtlitlanal Load Case aer 6.42.1.1 = 10 PSF on entire veitical plane Vertical Pressures, Zone; E = Zone: F = Overhangs,,, Zone; Eoh = 25,68 psf -10,00 psf -15,50 psf -15,50 psf Zone; C Zone; D Zone; G Zone: H Zone; Goh = -31,17 psf Component & Cladding Design Wind Pressures f Design Wind Pressure = Lambda * Importance * Table 1609.6.2.1(2) & (3j Pressures 17,12 psf •10,00 psf -15,50 psf -11,79 psf -24,39 psf iinirmsm Additions! Load Case per S,4.2,1,1 'd PSF on eniire vertica mm Roof Zone 1 : Positive; 10.000 psf Negative; -20,995 psf Roof Zone 2; Positive; 10,000 psf Negative: -35,207 psf Roof Zone 3: Positive; 10,000 psf Negative; -52,972 psf Wall Zone 4: Positive; 20,995 psf Negative; -22,772 psf Wall Zone 5; Positive; 20,995 psf Negative: -28,101 psf Roof Overhang Zone 2; -10,000 psf Roof Overhang Zone 3: -10,000 psf Title Bl3ck Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ASCE 7-05 Seismic Factor Determination Title: Burchfield Residence Job # 08-003 Dsgnr: Project Desc: Beach house Project Notes: File: C:\Documents and Settings\Bob\My Documents\ENERCALC Data Files\08-003 l)uretilield,ec6 ENERCALC, INC, 1983-2008, Ver: 6,0,19, N:54471 L4 Descnption: Burchfield Residence Occupancy Category Occupancy Category of Building or Other Structure; Occupancy Importance Factor USER DEFINED Ground Motion Max, Ground Motions, 5% Damping ; 11"; All Buildings and other structures except those listed as Category I, HI, and IV 1 ACSE 7-05, Page 3, Table 1-1 ACSE 7-05, Page 116, Table 11.5-1 ASCE 7-05 94,1,1 Sg - 1,3540 g, 0,2 sec response S-i ' 0,510 g, 1.0 sec response SJte Class,_Site Coeff. and Design Category Site Classification "D"; Shear Wave Velocity 500 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Eartquake Acceleration Fa Fv SMI=F^*SI Design Spectral Acceleration Seismic Design Category Resisting Systeni Basic Seismic Force Resisting System , ^01"^ Ml'^'^ 1,00 1,50 1,354 0,765 0.903 0.510 D (SDS is most severe) ASCE 7-05 Table 20.3-1 ASCE 7-05 Table 11.4-1 &11.4-2 ASCE 7-05 Table 11.4-3 ASCE 7-05 Table 11.4-4 ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 12.2-1 Response Modification Coefficient " R System Overstrength Factor " Wo" Deflection Amplification Factor " Cd " Moment Resisting Frame Systems Ordinary steel moment frames I 2 gQ Building height Limits: = 3 QQ Category "A & B" Limit; 3,00 NOTE! See ASCE 7-05 for all applicable footnotes. No Limit No Limit Not PermittedP-h Not PermittedP-h Not PermittedP-i Category "C" Limit Category "D" Limit: Category "E" LimiL Category "F" Limit; Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor" p" = 1,3 Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-05 12,8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems "Ct" value = 0,020 " hn"; Height from base to highest level = 25,50 ft " X" value = 0,75 "Ta" Approximatefundementalperiod using Eq, 12,8-7 : Ta = Ct*(hn''x) = 0.227 sec "TL": Long-period transition period per ASCE 7-05 Maps 22-15 -> 22-20 8,000 sec Building Period" Ta" Calculated from Approximate Method selected ASCE 7-05 Section 12,3,4 ASCE 7-05 Secfon 12.t Use ASCE 12.8-7 " Cs" Response Coefficient S Qg; Short Period Design Spectral Response " R "; Response Modification Factor " 1": Occupancy Importance Factor 0,903 From Eq, 12,8-2, Preliminary Cs 3,50 From Eq, 12,8-3 & 12,8-4 , Cs need not exceed 1 From Eq, 12,8-5 & 12,8-6, Cs not be less than Cs : Seismic Response Coefficient = S (R/l) 0,227 sec ASCE 7-05 Sect/on 12.8.1.1 0,258 0,642 0,010 0.2579 Titl^ Block Linel You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Burchfield Residence Dsgnr: Project Desc: Beach house Project Notes: Job# 08-003 LS fOCT20l)!s. lO.ljAM ASCE 7-05 Seismic Factor Determination File: C:\Docunierts and Setlin9s\Bot)\My OocumentsCNERCALC Data Fi;es\08-003 burchfieW,ec6 ENERCALC, INC, 1983-2008, Ver: 6.0,19, N:64471 Descnption: Burchfield Residence Occupancy Category Occupancy Category of Building or Other Structure; Occupancy Importance Factor USER DEFINED Ground Motion Max. Ground Motions, 5% Damping ; ; All Buildings and other structures except those listed as Category I, HI, and IV 1 ACSE 7-05, Page 3, Table 1-1 ACSE 7-05, Page 116, Table 11.5-1 ASCE 7-05 9,4,1,1 '1 1,3540 g, 0,2 sec response 0,510 g, 1,0 sec response Site Class, Site Coeff. and Desigji Category Site Classification "D"; Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Eartquake Acceleration Fa Fv Design Spectral Acceleration Seismic Design Category Resisting System _ Basic Seismic Force Resisting System , Response Modification Coefficient " R" System Overstrength Factor " Wo" Deflection Amplification Factor ° Cd " S,3=Fa*Ss SMI=FV*SI SDS=SMS;2'3 1,00 1,50 1,354 0,765 0,903 0,510 D (SDS is most severe) ASCE 7-05 Table 20.3-1 ASCE 7-05 Table 11.4-1 & 11.4-2 ASCE 7-05 Table 11.4-3 ASCE 7-05 Tabte 11.4-4 ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 12.2-1 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Building height Limits; Category "A & B" Limit: Category "C Limit: 6,50 3,00 4,00 wore See ASCE 7-05 for all applicable footnotes. Category "D" Limit; Category 'E" Limit: Category "F" Limit: No Limit No Limit Limit = 65 Limit = 65 Limit = 65 Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor" p " = 1,3 Lateral Force Procedure ASCE 7-05 Section 12.3.4 ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-05 12,8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct" value = 0,020 " hn "; Height trom base to highest level = " X" value = 0,75 " Ta' Approximate fundemental period using Eq, 12,8-7 ; Ta = Ct * (hn x) "TL"; Long-period transition period per ASCE 7-05 Maps 22-15 -> 22-20 25,50 ft 0,227 sec 8,000 sec Building Period" Ta" Calculated from Approximate Method selected " CsJ'Response Coefficient S Qg; Short Period Design Spectral Response " R"; Response Modification Factor " I"; Occupancy Importance Factor 0,903 From Eq, 12,8-2, Preliminary Cs 6,50 From Eq, 12,8-3 & 12,8-4 , Cs need not exceed 1 From Eq, 12,8-5 & 12,8-6, Cs not be less than Cs : Seismic Response Coefficient = (R/l) = 0,227 sec ASCE 7-05 Section 12.8.1.1 0,139 0,346 0,010 0.1389 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CAUFORNIA 92007 SHEET NO., 10 OF- CALCULATED BY. CHECKED BY SCALE DATE. loll /oZ — DATE- IN "4 /.....l^E 0 P'l 1 poop ^^^^ "W4 "JL ll.'..L ou. It B/f>T ' i4^Tt Sir - I 2 0^ 4m .60„J .(^',.i^.„: lo /pl '3 Mo PBOHICI ZtM-l INEBSI Inc, Groton. Mass, 01471, JOB. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO,. ^7 OF- CALCULATED BY. CHECKED BY SCALE DATE- DATE. lol I hi AS5 Hi NirJO IS 3.1 0^ If ,i„>^.,!,kp,c..5 i-"^ HSTC 1 ilio 7'*^ t^.l d.2tfc.,^. pl im) -JL. ILL ,1 /± 4 G^b t 1 ^0 1 1 t) 4^ rz * I... 2 i/f ^ 17^ / I-.. 0 - PROOUa 204.1 INEBSI Inc. CrelM, Miss. 01471, SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 a / * CALCULATED BY (CS HATF lo // /O 2 rwcrifcn BV DATF SCALE 14 ^ ^ z. , ^ lo |^>«f|/l {,^c/0 Tl ,l#trf£: :^ ,1 ^ 1. 7 4L,C. r I I 1 I PRODUg Z04-1 INEBSI Inc, Groton, Misi 01471, JOB. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY. 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DATE. ,..CoM/k(./^../^n.'^kd3t. f. ±L... 4- i:im0.. 1.:. ,Bviu,,'?(i', y \4'^i^ r •^••% I'll ,(4 3 \/)l.....m..m l/A^gs/lnc;c % It 4' 3 T'CA 114 .C O'f ,<i+,',,,i,,?,,L,,,,t,,Li5..iV.,l ;E i ! « £ Lie hi4 f £-^..^5,.) ^ [07 ...J li ±1 i 1 PRODUCT 204-1 INEBSI Inc! Groton, Mass, 01471. JOB. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE. ..£f:E>. IS Ho. tM.a%.^..l.. /r-/C-(^t- ^„„„1, .0 jC.I.'l3.„ 4-»»4 1 f-s-^^ -1 r-it^-^ I ifc.C.^'^)....Ci '1. ^..^^ I ....^L^L&a..)L\.C......i^..U^. i/f I 1^ PRODUCT 204-1 INESSI Inc, Groton, Mass, 01471, JOB. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. Li4 CALCULATED BY. CHECKED BY SCALE (2.S OF DATE. DATE. lo/{/i>2 'h..m.X.. M g,^. • Set 9 VI 5i- l /<s 1/ 0 / J- ^ i5t 0( foi^.^ 1 ii^/VA^k* MMi.,o,.l„,: •4 ,et4Sr,. > 1^ 2£0 PRODUCT 204-1 INSBSI Inc. Groton, Mass, 01471, JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. CALCULATED BY- CHECKED BY SCALE OF. DATE- DATE- lo INlI A/6 '....±^.... ^^1 X (S LiCi PRODUCT 204-1 INEBSI Inc. Groton, Mass, 01471. PAGE 1 * SPACE V - 4/04/91 * COPYRIGHT (C) 1985-91 DIGITAL ANALYSIS CONSULTANTS, INC. 7460 GIRARD AVENUE LA JOLLA, CALIFORNIA 92037 BURCHFIELD RESIDENCE 08-003A STEEL FRAME ® GRID 4 Lie. JOINT N TYPE Cl C2 C3 JOINT X(FT) Y{FT) Z (FT) 1 FT 0. 000 4 . 000 0.000 1 0 . 000 4 . 000 0 . 000 2 0. 000 4 . 000 9 . 000 2 0 . 000 4 . 000 9 . 000 3 0 . 000 4 .000 19.000 3 0 . 000 4 . 000 19.000 4 0 . 000 14.330 0.000 4 0 . 000 14 330 0 . 000 5 0 000 14 .330 9 . 000 S 0 . 000 14 330 9 . 000 6 0 000 14.330 19.000 6 0 . 000 14 330 19.000 7 0 000 0 . 000 19.000 7 0 . 000 0 000 19.000 8 0 000 3 . 000 19.000 8 0 . 000 3 000 19.000 9 0 000 15.330 19.000 9 0 . 000 15 330 19,000 10 0 000 18 .330 19.000 10 0 . 000 18 330 19,000 LENGTH DEPTH DEPTH E G THERMAL AXIS AREA I{N) I(L) MEMBER NAME INCHES L N PSI PSI COEFF. ROTATION RL RN IN.(2) IN.(4) IN. (4) 1 2 F-F W10X3 0 108 . 00 5 . 81 10 47 2 900E+07 0 OOOE-01 0. OOE-01 0 32 0 64 8. 840E-f00 1 6700E-I.01 1.7000E+0 2 3 F-F W10X3 0 120 . 00 5 . 81 10 47 2 900E-f07 0 OOOE-01 0. OOE-01 0 32 0 64 8. 840E-f0O 1 6700E-I-01 1.7000E+0 4 S F-F W10X30 108 . 00 5 81 10 47 2 900E+07 0 OOOE-01 0. OOE-01 0 32 0 64 8 . 840E-f00 1 6700E-(.01 1. 7000E-^0 5 6 F-F W10X3 0 120. 00 5. 81 10 47 2 900E-I-07 0 OOOE-01 0. OOE-01 0 32 0 64 8 . 840E-1-00 1 6700E-I-01 1.7000E-I-0 2 5 F-F W10X30 123 . 96 5 81 10 47 2 900E-f07 0 OOOE-01 0. OOE-01 0 32 0 64 8 . 840E-f0O 1 6700E-I-01 1.7000E+0 3 6 F-F W10X30 123 . 96 5 81 10 47 2 900E-I-07 0 OOOE-01 0. OOE-01 0 32 0 64 8. 840E-I-00 1 6700E+01 1. 7000E-fO 7 8 P-F W10X22 36 . 00 5 75 10 17 2 900E-f07 0 OOOE-01 0. OOE-01 0 35 0 61 e. 490E-f00 1 1400E+01 1 . 1B00E•^0 8 3 F-P W10X22 12 00 5 75 10 17 2 gOOE-t-OT 0 OOOE-01 0. OOE-01 0 35 0 .61 6 . 490E-1-00 1 . 1400E-(-01 1 .1800E-I-0 6 9 P-F W10X22 12 00 5 75 10 17 2 900E-I-07 0 OOOE-01 0. OOE-01 0 35 0 . 61 6 . 490E-(-00 1 .1400E+01 1. 1800E-^0 9 10 F-P W10X22 36 00 5 75 10 17 2 900E-I-07 0 OOOE-01 0. OOE-01 0 35 0 .61 6. 490E-I-00 1 . 1400E-I-01 1.1800E-I-0 PAGE SUPPORT CASE 1 SUPPORTS IN POUNDS/INCH OR INCH POUNDS/RADIAN un JOINT TYPE MAGNITUDE JOINT TYPE MAGNITUDE JOINT TYPE MAGNITUDE JOINT TYPE MAG- SF l.OOOOE+20 SF l.OOOOE-l-20 ZC l.OOOOE-l-20 10 ZC 1.00 SUPPORT CASE 1 CONDITION DEAD DEAD LOADS JOINT LOADS IN FOOT KIP UNITS JOINT TYPE MAGNITUDE JOINT TYPE MAGNITUDE JOINT TYPE MAGNITUDE JOINT TYPE MAG ZC -5.0000E-01 ZC -5.0000E-01 ZC -2 . 5160E-I-00 ZC -2.51 SUPPORT CASE CONDITION DEAD DEAD LOADS MEMBER LOADS IN FT. KIP UNITS MEMBER TYPE DIST. A LOAD A DIST. B LOAD B MEMBER TYPE DIST. A LOAD A DIST. B 2 5 ZD 0 000 -2 OSOOE-01 0 000 -2 0500E-01 3 S ZD 0 000 -2 4500E-01 0 000 7 8 ZD 0 000 -2 OOOOE-01 0 000 -2 OOOOE-01 8 3 ZD 0 000 -2 OOOOE-01 0 000 6 9 ZD 0 000 -2 OOOOE-01 0 000 -2 OOOOE-01 9 10 ZD 0 000 -2 OOOOE-01 0 000 PAGE SUPPORT CASE 1 CONDITION LI^VE LIVE LOAD JOINT LOADS IN FOOT KIP UNITS JOINT TYPE MAGNITUDE 3 ZC -2.OOOOE-01 JOINT TYPE MAGNITUDE ZC -2.OOOOE-01 JOINT TYPE MAGNITUDE 8 ZC -2.1430E+00 JOINT TYPE MAG ZC -2.14 SUPPORT CASE CONDITION LIVE LIVE LOAD MEMBER LOADS IN FT. KIP UNITS MEMBER TYPE DIST. A LOAD A DIST. B LOAD B MEMBER TYPE DIST. A LOAD A DIST. B 2 5 ZD 0 000 -7 5000E-02 0 000 -7 5000E-02 3 6 ZD 0 000 -1 5000E-01 0 000 7 8 ZD 0 000 -7 5000E-02 0 000 -7 5000E-02 8 3 ZD 0 000 -7 5000E-02 0 000 6 9 ZD 0 000 -7 5000E-02 0 000 -7 5000E-02 9 10 ZD 0 000 -7 5000E-02 0 000 SUPPORT CASE 1 CONDITION WIND JOINT LOADS IN FOOT KIP UNITS JOINT TYPE MAGNITUDE JOINT TYPE MAGNITUDE JOINT TYPE MAGNITUDE JOINT TYPE MAG YC 3.3420E-I-00 YC 3.3420E-I-00 YC 1.4980E-I-00 YC 1.49 PAGE SUPPORT CASE CONDITION DEAD DEAD LOADS NT X DEFLECTION Y DEFLECTION Z DEFLECTION X ROTATION Y ROTATION Z ROTATION INCHES INCHES INCHES RADIANS RADIANS RADIANS 1 0 OOOOE-01 -8 5347E-19 -5 1113E-17 3 1088E-17 0 OOOOE-01 0 OOOOE-01 2 0 OOOOE-01 -4 2989E-05 -2 1533E-03 -3 2858E-05 0 OOOOE-01 0 OOOOE-01 3 0 OOOOE-01 6 3624E-05 -4 0502E-03 -9 7029E-05 0 OOOOE-01 0 OOOOE-01 4 0 OOOOE-01 8 5347E-19 -5 1113E-17 -3 1088E-17 0 OOOOE-01 0 OOOOE-01 5 0 OOOOE-01 4 2989E-05 -2 1533E-03 3 2858E-05 0 OOOOE-01 0 OOOOE-01 6 0 OOOOE-01 -6 3624E-05 -4 0502E-03 9 7029E-05 0 OOOOE-01 0 OOOOE-01 7 0 OOOOE-01 6 3624E-05 -1 0290E-17 8 0 OOOOE-01 6 3624E-05 -4 2304E-03 -1 6012E-05 0 OOOOE-01 0 OOOOE-01 9 0 OOOOE-01 -6 3624E-05 -4 2304E-03 1 6012E-05 0 OOOOE-01 0 OOOOE-01 10 0 OOOOE-01 -6 3624E-05 -1 0290E-17 SUPPORT CASE CONDITION DEAD DEAD LOADS SUPPORT REACTIONS IN FOOT KIP UNITS AXIS ROTATION JOINT F(X) F(Y) F(Z) M(X) M (Y) M{Z) 1 4 7 10 0 . 000 0 . 000 0.000 0.000 0 . 085 -0.085 0.000 0.000 5.111 5.111 1.029 1.029 -0.259 0 .259 0 . 000 0 . 000 0 .00 0 .00 TOTAL APPLIED LOADS TOTAL REACTIONS 0.000 0 . 000 0.000 0.000 -12.281 12.281 PAGE SUPPORT CASE CONDITION LIVE LIVE LOAD INT X DEFLECTION Y DEFLECTION Z DEFLECTION X ROTATION Y ROTATION Z ROTATION INCHES INCHES INCHES RADIANS RADIANS RADIANS 1 0 OOOOE-01 -1 8088E-19 -3 .1194E-17 6 7665E-18 0 OOOOE-01 0 OOOOE-01 2 0 OOOOE-01 -3 0123E-05 -1 .3141E-03 -6 5748E-06 0 OOOOE-01 0 OOOOE-01 3 0 OOOOE-01 3 4496E-05 -2 .5930E-03 -6 3962E-05 0 OOOOE-01 0 OOOOE-01 4 0 OOOOE-01 1 8088E-19 -3 .1194E-17 -6 7665E-18 0 OOOOE-01 0 OOOOE-01 5 0 OOOOE-01 3 0123E-05 -1 .3141E-03 6 5748E-06 0 OOOOE-01 0 OOOOE-01 6 0 OOOOE-01 -3 4496E-05 -2 .5930E-03 6 3962E-05 0 OOOOE-01 0 OOOOE-01 7 0 OOOOE-01 3 4496E-05 -6 .8575E-18 8 0 OOOOE-01 3 4496E-05 -2 .8463E-03 -3 1446E-06 0 OOOOE-01 0 OOOOE-01 9 0 OOOOE-01 -3 4496E-05 -2 .8463E-03 3 1446E-06 0 OOOOE-01 0 OOOOE-01 10 0 OOOOE-01 -3 4496E-05 -6 .8S75E-18 SUPPORT CASE CONDITION LIVE LIVE LOAD SUPPORT REACTIONS IN FOOT KIP UNITS AXIS ROTATION JOINT F(X) F{Y) F(Z) M(X) M(Y) M(Z) 1 4 7 10 0 . 000 0 . 000 0.000 0.000 0 .018 -0.018 0.000 0 .000 3 .119 3 .119 0 .686 0.686 -0.056 0 . 056 0 . 000 0 . 000 0 . 00 0 . 00 TOTAL APPLIED LOADS TOTAL REACTIONS 0 . 000 0 . 000 0 . 000 0.000 -7.610 7.610 PAGE SUPPORT CASE CONDITION WIND JOINT X DEFLECTION Y DEFLECTION Z DEFLECTION X ROTATION Y ROTATION Z ROTATION INCHES INCHES INCHES RADIANS RADIANS RADIANS 1 0 OOOOE-01 4 8400E-17 9 5111E-17 -3 3426E-15 0 OOOOE-01 0 OOOOE-01 2 0 OOOOE-01 1 8930E-01 4 0069E-03 -1 5971E-03 0 OOOOE-01 0 OOOOE-01 3 0 OOOOE-01 4 4453E-01 5 6972E-03 -1 0299E-03 0 OOOOE-01 0 OOOOE-01 4 0 OOOOE-01 4 8400E-17 -9 5111E-17 -3 3426E-15 0 OOOOE-01 0 OOOOE-01 5 0 OOOOE-01 1 8930E-01 -4 0069E-03 -1 5971E-03 0 OOOOE-01 0 OOOOE-01 6 0 OOOOE-01 4 4453E-01 -5 6972E-03 -1 0299E-03 0 OOOOE-01 0 OOOOE-01 7 0 OOOOE-01 4 4453E-01 -1 4754E-33 8 0 OOOOE-01 4 4453E-01 4 2729E-03 1 1869E-04 0 OOOOE-01 0 OOOOE-01 9 0 OOOOE-01 4 4453E-01 -4 2729E-03 1 1869E-04 0 OOOOE-01 0 OOOOE-01 10 0 OOOOE-01 4 4453E-01 -8 5109E-34 SUPPORT CASE CONDITION WIND SUPPORT REACTIONS IN FOOT KIP UNITS AXIS ROTATION JOINT F(X) F(Y) F(Z) M (X) M (Y) M(Z) 1 4 7 10 0 . 000 0.000 0.000 0.000 -4 .840 -4.840 0 . 000 0.000 -9.511 9 .511 0 . 000 0 . 000 27.855 27.855 0 . 000 0 . 000 0 , 00 0 . 00 TOTAL APPLIED LOADS TOTAL REACTIONS 0.000 0.000 9.SSO -9.680 0.000 0.000 PAGE COND. D-i-L D-l-W LINEAR LOAD COMBINATIONS FACTOR*COND. -I- FACTOR * COND. + FACTOR*COND. FACTOR*COND. -I- FACTOR-*COND. * FACTOR*COND. + FACTOR* 1.000 DEAD 1.000 LIVE 1.000 DEAD 1.000 WIND DLW 1.000 DEAD 0.750 LIVE 0.750 WIND MEMBER CASE VL INTERNAL LOADS IN FOOT KIP UNITS AND STRESSES IN KIPS/SQUARE INCH T P/A VL/A •VN MN ML VN/A TENSION DEAD -5 111 0 000 -0 085 0 000 0 259 0 000 -0 578 0 000 -0 027 0 000 LIVE -3 119 0 000 -0 018 0 000 0 056 0 000 -0 353 0 000 -0 006 0 000 WIND 9 511 0 000 4 840 0 000 -27 855 0 000 1 076 0 000 1 503 11 369 D-i-L -8 231 0 000 -0 103 0 000 0 315 0 000 -0 931 0 000 -0 032 0 000 D-l-W 4 400 0 000 4 755 0 000 -27 596 0 000 0 498 0 000 1 477 10 695 DLW -0 317 0 000 3 531 0 000 -20 590 0 000 -0 036 0 000 1 097 7 573 DEAD -5 111 0 000 -0 085 0 000 -0 509 0 000 -0 578 0 000 -0 027 0 000 LIVE -3 119 0 000 -0 018 0 000 -0 106 0 000 -0 353 0 000 -0 006 0 000 WIND 9 511 0 000 4 840 0 000 15 705 0 000 1 076 0 000 1 503 6 879 D-fL -8 231 0 000 -0 103 0 000 -0 615 0 000 -0 931 0 000 -0 032 0 000 D-fW 4 400 0 000 4 755 0 000 15 196 0 000 0 498 0 000 1 477 6 113 DLW -0 317 0 000 3 531 0 000 11 190 0 000 -0 036 0 000 1 097 4 099 DEAD -4 052 0 000 -0 263 0 000 1 096 0 000 -0 458 0 000 -0 082 0 000 LIVE -2 732 0 000 -0 143 0 000 0 517 0 000 -0 309 0 000 -0 044 0 000 WIND 3 611 0 000 3 342 0 000 -14 768 0 000 0 409 0 000 1 038 5 866 DH-L -6 784 0 000 -0 406 0 000 1 613 0 000 -0 767 0 000 -0 126 0 000 D-tW -0 441 0 000 3 079 0 000 -13 672 0 000 -0 050 0 000 0 956 5 002 DLW -3 393 0 000 2 136 0 000 -9 592 0 000 -0 384 0 000 0 663 3 161 DEAD -4 052 0 000 -0 263 0 000 -1 535 0 000 -0 458 0 000 -0 082 0 109 LIVE -2 732 0 000 -0 143 0 000 -0 910 0 000 -0 309 0 000 -0 044 0 027 WIND 3 611 0 000 3 342 0 000 18 652 0 000 0 409 0 000 1 038 7 301 D-I-L -6 784 0 000 -0 406 0 000 -2 445 0 000 -0 767 0 000 -0 126 0 136 PAGE MEMBER CASE INTERNAL LOADS IN FOOT KIP UNITS AND STRESSES IN KIPS/SQUARE INCH VN MN ML T P/A VL/A VN/A TENSION D+W DLW 5 DEAD LIVE WIND D-I-L D-l-W DLW -0 .441 -3.393 -5.111 -3.119 -9.511 -8.231 -14.622 -14.584 0 .000 0.000 0.000 0.000 0 . 000 0 . 000 0.000 0.000 3 . 079 2.136 0 . 085 0 . 018 4 . 840 0 .103 4 . 925 3 . 729 0.000 17.116 0.000 11.771 0.000 0.000 0.000 0 . 000 0 . 000 0 . 000 -0.259 -0.056 -27.855 -0.315 -28.114 -21.193 0 000 -0 050 0 000 0 956 S 275 0 000 -0 384 0 000 0 663 3 966 0 000 -0 578 0 000 0 027 0 000 0 000 -0 353 0 000 0 006 0 000 0 000 -1 076 0 000 1 503 9 217 0 000 -0 931 0 000 0 032 0 000 0 000 -1 654 0 000 1 530 8 735 0 000 -1 650 0 000 1 158 6 182 DEAD -5 111 0 000 0 085 0 000 0 509 0 000 -0 578 0 000 0 027 0 000 LIVE -3 119 0 000 0 018 0 000 0 106 0 000 -0 353 0 000 0 006 0 000 WIND -9 511 0 000 4 840 0 000 15 705 0 000 -1 076 0 000 1 503 4 727 D-I-L -8 231, 0 000 0 103 0 000 0 615 0 000 -0 931 0 000 0 032 0 000 D-l-W -14 622 0 000 4 925 0 000 16 214 0 000 -1 654 0 000 1 530 4 337 DLW -14 584 0 000 3 729 0 000 12 367 0 000 -1 650 0 000 1 158 2 920 DEAD -4 052 0 000 0 263 0 000 -1 096 0 000 -0 458 0 000 0 082 0 000 LIVE -2 732 0 000 0 143 0 000 -0 517 0 000 -0 309 0 000 0 044 0 000 WIND -3 611 0 000 3 342 0 000 -14 768 0 000 -0 409 0 000 1 038 5 049 D-I-L -6 784 0 000 0 406 0 000 -1 613 0 000 -0 767 0 000 0 126 0 000 D-t-W -7 664 0 000 3 605 0 000 -15 864 0 000 -0 867 0 000 1 120 4 995 DLW -8 810 0 000 2 877 0 000 -12 560 0 000 -0 997 0 000 0 893 3 645 DEAD -4 052 0 000 0 263 0 000 1 535 0 000 -0 458 0 000 0 082 0 109 LIVE -2 732 0 000 0 143 0 000 0 910 0 000 -0 309 0 000 0 044 0 027 WIND -3 611 0 000 3 342 0 000 18 652 0 000 -0 409 0 000 1 038 6 484 D+L -6 784 0 000 0 406 0 000 2 445 0 000 -0 767 0 000 0 126 0 136 D-l-W -7 664 0 000 3 605 0 000 20 187 0 000 -0 867 0 000 1 120 6 593 DLW -8 810 0 000 2 877 0 000 16 207 0 000 -0 997 0 000 0 893 4 992 DEAD 0 178 0 000 1 059 0 000 -1 605 0 000 0 020 0 000 0 329 0 613 LIVE 0 125 0 000 0 387 0 000 -0 623 0 000 0 014 0 000 0 120 0 244 WIND 0 000 0 000 -5 900 0 000 30 473 0 000 0 000 0 000 -1 832 11 261 D+L 0 302 0 000 1 446 0 000 -2 228 0 000 0 034 0 000 0 449 0 858 D-l-W 0 178 0 000 -4 841 0 000 28 .868 0 000 0 020 0 000 -1 504 10 688 DLW 0 271 0 000 -3 .076 0 000 20 .782 0 000 0 .031 0 000 -0 955 7 710 PAGE INTERNAL LOADS IN FOOT KIP UNITS AND STRESSES IN KIPS/SQUARE INCH CASE P VL •VN MN ML T P/A VL/A VN/A TENSION DEAD 0 . 178 0 . 000 -1. 059 0 . 000 -1. 605 0 . 000 0 . 020 0 . 000 -0 . 329 0 . 613 LIVE 0 125 0 . 000 -0 . 387 0 . 000 -0 . 623 0 . 000 0 . 014 0 . 000 -0 . 120 0 . 244 WIND 0 000 0 . 000 -5 . 900 0 . 000 -30 . 473 0 . 000 0 . 000 0 . 000 -1. 832 11. 261 D-I-L 0 302 0 . 000 -1. 446 0 . 000 -2 . 228 0 . 000 0 . 034 0 . 000 -0 . 449 0 . 858 D+W 0 178 0 . 000 -6 . 959 0 . 000 -32 . 078 0 . 000 0 . 020 0 . 000 -2 . 161 11. 874 DLW 0 271 0 . 000 -5 . 774 0 . 000 -24 . 927 0. 000 0 . 031 0 . 000 -1. 793 9 . 242 DEAD -0 263 0 000 1 265 0 000 -1 535 0 . 000 -0 030 0 . 000 0 393 0 538 LIVE -0 143 0 000 0 775 0 000 -0 910 0. 000 -0 016 0. 000 0 241 0. 320 WIND 0 000 0 000 -3 611 0 000 18 652 0 000 0 000 0 000 -1 122 6 892 D+L -0 406 0 000 2 040 0 000 -2 445 0 000 -0 046 0 000 0 634 0 858 D-l-W -0 263 0 000 -2 346 0 000 17 116 0 000 -0 030 0 000 -0 729 6 295 DLW -0 370 0 000 -0 862 0 000 11 771 0 000 -0 042 0 000 -0 268 4 308 DEAD -0 263 0 000 -1 265 0 000 -1 535 0 000 -0 030 0 000 -0 393 0 538 LIVE -0 143 0 000 -0 775 0 000 -0 910 0 000 -0 016 0 000 -0 241 0 320 WIND 0 000 0 000 -3 611 0 000 -18 652 0 000 0 000 0 000 -1 122 6 892 D-I-L -0 406 0 000 -2 040 0 000 -2 445 0 000 -0 046 0 000 -0 634 0 858 D-l-W -0 263 0 000 -4 877 0 000 -20 18-7 0 000 -0 030 0 000 -1 515 7 430 DLW -0 370 0 000 -4 555 0 000 -16 207 0 000 -0 042 0 000 -1 415 5 947 DEAD 0 000 0 000 1 029 0 000 0 000 0 408 0 000 LIVE 0 000 0 000 0 686 0 000 0 000 0 272 0 000 WIND 0 000 0 000 0 000 0 000 0 000 0 000 0 000 D+L 0 000 0 000 1 .715 0 000 0 000 0 680 0 000 D+W 0 .000 0 000 1 . 029 0 000 0 000 0 408 0 000 DLW 0 000 0 000 1 543 0 000 0 000 0 612 0 000 DEAD 0 .000 0 000 0 .429 0 .000 2 .187 0 000 0 .000 0 .000 0 170 1 131 LIVE 0 .000 0 .000 0 .461 0 . 000 1 .720 0 .000 0 . 000 0 .000 0 .183 0 889 WIND 0 . 000 0 . 000 0 . 000 0 .000 0 .000 0 . 000 0 . 000 0 . 000 0 . 000 0 000 D+L 0 .000 0 .000 0 . 890 0 .000 3 . 907 0 . 000 0 . 000 0 . 000 0 .353 2 020 D+W 0 . 000 0 .000 0 .429 0 .000 2 .187 0 . 000 0 . 000 0 . 000 0 . 170 1 . 131 DLW 0 .000 0 . 000 0 . 775 0 .000 3 .477 0 .000 0 . 000 0 .000 0 .307 1 . 798 DEAD 0 . 000 0 .000 -2 . 087 0 . 000 2 . 187 0 . 000 0 . 000 0 . 000 -0 . 827 1 . 131 LIVE 0 . 000 0 . 000 -1 . 682 0 . 000 1 .720 0 . 000 0 . 000 0 . 000 -0 . 667 0 . 889 WIND 0 . 000 0 . 000 0 . 000 0 .000 0 .000 0 . 000 0 . 000 0 , 000 0 . 000 0 . 000 PAGE 10 INTERNAL LOADS IN FOOT KIP UNITS AND STRESSES IN KIPS/SQUARE INCH CASE P VL VN MN ML T P/A VL/A VN/A TENSION D+L 0 000 0 000 -3 769 0 . 000 3 . 907 0 . 000 0 . 000 0 000 -1 494 2 . 020 D+W 0 000 0 000 -2 087 0 000 2 187 0 000 0. 000 0 000 -0 827 1. 131 DLW 0 000 0 000 -3 349 0 000 3 477 0 000 0 000 0 000 -1 327 1 798 DEAD 0 000 0 000 -2 287 0 000 0 000 -0 907 0 000 LIVE 0 000 0 000 -1 757 0 000 0 000 -0 697 0 000 WIND 0 000 0 000 0 000 0 000 0 000 0 000 0 000 D+L 0 000 0 000 -4 044 0 000 0 000 -1 603 0 000 D+W 0 000 0 000 -2 287 0 000 0 000 -0 907 0 000 DLW 0 000 0 000 -3 605 0 000 0 000 -1 429 0 000 DEAD 0 000 0 000 2 287 0 000 0 000 0 907 0 000 LIVE 0 000 0 000 1 757 0 000 0 000 0 697 0 000 WIND 0 000 0 000 0 000 0 000 0 000 0 000 0 000 D+L 0 000 0 000 4 044 0 000 0 000 1 603 0 000 D+W 0 000 0 000 2 287 0 000 0 000 0 907 0 000 DLW 0 000 0 000 3 605 0 000 0 000 1 429 0 000 DEAD 0 000 0 .000 2 .087 0 000 2 187 0 .000 0 000 0 .000 0 827 1 131 UVE 0 000 0 . 000 1 .682 0 .000 1 .720 0 .000 0 . 000 0 . 000 0 .667 0 .889 WIND 0 000 0 . 000 0 . 000 0 . 000 0 . 000 0 .000 0 . 000 0 .000 0 . 000 0 . 000 D+L 0 000 0 .000 3 .769 0 .000 3 .907 0 .000 0 . 000 0 . 000 1 .494 2 020 D+W 0 000 0 . 000 2 .087 0 . 000 2 . 187 0 .000 0 . 000 0 .000 0 . 827 1 . 131 DLW 0 000 0 .000 3 .349 0 . 000 3 .477 0 .000 0 .000 0 . 000 1 .327 1 . 798 DEAD 0 000 0 000 -0 429 0 000 2 187 0 000 0 000 0 000 -0 170 1 131 LIVE 0 000 0 000 -0 461 0 000 1 720 0 000 0 000 0 000 -0 183 0 889 WIND 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 D+L 0 000 0 000 -0 890 0 000 3 907 0 000 0 000 0 000 -0 353 2 020 D+W 0 000 0 000 -0 429 0 000 2 187 0 000 0 000 0 000 -0 170 1 131 DLW 0 000 0 000 -0 775 0 000 3 477 0 000 0 000 0 000 -0 307 1 798 DEAD 0 000 0 000 -1 029 0 000 0 000 -0 408 0 000 LIVE 0 000 0 000 -0 686 0 000 0 000 -0 272 0 000 WIND 0 000 0 000 0 000 0 000 0 000 0 000 0 000 D+L 0 000 0 000 -1 715 0 000 0 000 -0 680 0 000 D+W 0 000 0 000 -1 029 0 000 0 000 -0 408 0 000 DLW 0 000 0 000 -1 543 0 000 0 000 -0 612 0 000 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF. CALCULATED BY. CHECKED BY SCALE DATE. DATE. \ /4r zn. x 1 i •2» ^4 — \&IUO N ( PRODUCT 204-1 INWSSI Inc, Gioton. Mm 01471, JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. OF. CALCULATED BY, CHECKED BY SCALE DATE. Ibf I/a I (g ^f/t: J1/3... ...^/ks. #f Wij\u> PRODUCT 204-1 INBBSISX.. Groton, Miss, 01471, HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY August 10, 2009 Project No. 5298.1 Log No. 14254 Ms. Nancy Burchfield 2880 N. Larkin Avenue Fresno, Califomia 92727-1317 Subject: FOUNDATION PLAN REVIEW Proposed Single Family Residence 2627 Ocean Street Carlsbad, Califomia APN 203-140-07-00 References: Attached Dear Ms. Burchfield: In accordance with the request of the Orville N. Johnson Constmction Company, Hetherington Engineering, Inc. has reviewed the referenced reports and foundation plans for the subject site. Based on our review, it appears the foundation plans (Reference 6) have been prepared in general conformance with the recommendations contained in the "Geotechnical Investigation..." (Reference 2), "Amendment to Geotechnical Investigation..." (Reference 3) and our previous plan review letter (Reference 4). Constmction of the basement retaining walls will require shoring as recommended in the "Geotechnical Investigation..." We have not been provided with shoring plans at this time. This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, Hetherington Engineering, Inc. lie MV/DC/dkw Distribution Professional Geologip- Certified Engineei (expires 1/31/11) ton feB QvmEn^ineer 30 jeotechnical Engineer 397 (expires 3/31/10) Orville N. Johnson Constmction Company 309 North Clementine Street, Oceanside, Califomia 92054 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760^931-0; 327 Third Street • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (949) 715-5442 REFERENCES ESGIL Corporation, "Plan Review, City of Carlsbad, Plan Check No. 08-2198," dated April 6, 2009. Hetherington Engineering Inc., "Geotechnical Investigation, Proposed Single Family Residence, 2627 Ocean Street, Carlsbad, Califomia, APN 203-140-07-00," dated November 30, 2005. Hetherington Engineering Inc., "Response to City of Carlsbad Review Letter, Amendment to Geotechnical Investigation, Proposed Single Family Residence, 2627 Ocean Street, Carlsbad, Califomia, APN 203-140-07-00," dated September 12,2006. Hetherington Engineering Inc., "Plan Review, Proposed Single Family Resideace, 2627 Ocean Street, Carlsbad, Califomia, APN 203-140-07-00," dated June 17,2009. M&M Design and Drafting, Inc., "Burchfield Residence, 2627 Ocean St., Carlsbad, CA 92008," Sheets A-1 through A-8, dated November 15,2007 and July 31,2008. Sowards & Brown Engineering, "Burchfield Residence, 2627 Ocean Street, Carlsbad, CA 92008," Sheets Sl through S9, dated August 26,2008, Revised August 5,2009. Project No, 5298.1 Log No 14254 HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Proposed Single Family Residence 2627 Ocean Street Carlsbad, Califomia APN 203-140-07-00 HETHERINGTON ENGINEERING, INC HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY November 30,2005 Project No. 5298.1 Log No. 9601 Ms. Nancy Burchfield 2880 N. Larkin Avenue Fresno, California, 93727-1317 Subject: GEOTECHNICAL INVESTIGATION Proposed Single Family Residence 2627 Ocean Street Carlsbad, Califomia APN 203-140-07-00 References: Attached Dear Ms. Burchfield: In accordance with your request, we have performed a geotechnical investigation at the subject site. Our work was performed in October and November 2005. The purpose of our investigation was to evaluate geologic and soil conditions within the specific area intended for new constmction and to provide grading and foundation recommendations for the proposed single-family residence. Preliminary drawings by your architect, Mr. Baird Wheatley, indicate a two-story residence with a daylight basement and attached garage are proposed. It is our imderstanding that the existing residence is to be demolished. We have not evaluated coastal design criteria for the subject site. With the above in mind, our scope of work included the following: • Research and review of available plans and geologic literature pertinent to the site vicinity (see References). • Subsurface exploration consisting of two small-diameter exploratory borings for soil sampling and geologic observation. • Laboratory testing of samples obtained from the subsurface exploration. • Engineering and geologic analysis. • Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 2 SITE DESCRIPTION The subject property is located at 2627 Ocean Street, Carlsbad, Califomia and is also identified as Assessor's Parcel No. 203-140-07-00 (see Location Map, Figure 1). The site consists of a rectangular-shaped lot situated on a gently sloping beach-bluff that presently supports a two-story, wood-frame single-family residence with attached garage. Rock riprap is present at the base of the bluff. Overall relief across the property between street grade and the base of the bluff is approximately 21.5 feet. The subject site is bordered to the north and south by adjacent single-family residential lots of approximately the same elevation, to the east by Ocean Street and to the west by the Pacific Ocean. PROPOSED DEVELOPMENT It is our understanding that the existing two-story stmcture will be demolished and a new two-story, single-family residence with a daylight basement and attached garage will be built. We anticipate that the stmcture will be wood-frame supported by conventional continuous/spread footings with slab-on-grade floors. Retaining walls on the order of 13- feet high are anticipated. Building loads are expected to be typical for this type of relatively light construction. Moderate grading is anticipated for constmction of the basement. Shoring will be required along the north and south property lines, and possibly at the east end of the proposed basement. SUBSURFACE EXPLORATION Subsurface conditions were explored by excavating two small-diameter borings with a tripod-mounted auger drill rig to a maximum depth of approximately 29-feet below existing site grade. The approximate locations of the borings are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by a geologist from this office, who visually classified the soil materials and obtained bulk and relatively undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Soil classifications are shovm on the attached Boring Logs, Figures 4 and 5. LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration. Tests performed consisted of the following: • Dry Density and Moisture Content (ASTM: D 2216) • Sulfate Content (EPA 903 8) HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com cm 8£4W S£E'\|7J2 C NSKUMBBGMt ADAPTED FROM: The Thomas Guide, San Dlego County, 2004 Edition 1 N SCALE: 1"-2000' (1 Grid = 0.5 X 0.5 miles) LOCATION MAP HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS 2627 Ocean Street Carlsbad, California HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS PROJECT NO. 5298.1 FIGURE NO. 1 GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 3 • Direct Shear (ASTM: D 3080) • Expansion (ASTM: D 4829) • Atterberg Limits (ASTM: D 4318) • Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557-02) Results of the dry density and moisture content determinations are presented on the Boring Logs, Figures 4 and 5. The remaining laboratory test results are presented on the Laboratory Test Results, Figures 6 and 7. SOIL AND GEOLOGIC CONDITIONS 1. Geologic Setting The subject site is located within the coastal plain region of northwestem San Diego County, Califomia and is situated within the west central portion of the USGS San Luis Rey 7-1/2 minute quadrangle. The coastal plain region of San Diego County is underlain largely by middle and upper Eocene marine and non-marine sedimentary units of the "San Diego Embayment". These units have been modified by wave-cut action during Pleistocene sea-level changes. The modification has resulted in marine abrasion platforms characterized by "stair-step" morphology. Sediments of marine and non-marine origin mantle the wave-cut terraces and increase in age and elevation from west to east. Based on the results of our investigation, the subject site is underlain by Pleistocene terrace deposits and sedimentary bedrock of the Santiago Formation. No knovm or reported deep-seated landsliding is knovm to exist on the site. No knovm or reported active or potentially active faults exist within the site. 2. Geologic Units a. Fill - A relatively thin veneer of fill was encountered in Boring B-2. The fill is comprised of damp, loose, silty fine to medium sand. b. Terrace Deposits - Terrace deposits encountered in our exploratory borings consisted generally of damp to wet, dense to very dense, light red brown to orange brown, silty fine to coarse-grained sand. HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 4 c. Bedrock (Santiago Formation) - Bedrock encountered in our exploratory borings consisted generally of damp, dense to very dense, light olive to yellow green, silty to clayey fine sandstone. 3. Groundwater Groundwater was encoimtered in Boring B-2 at approximately 10-feet below the ground surface. It should be noted, however, that fluctuations in the amoimt and level of groundwater may occur due to variations in rainfall, irrigation, tidal fluctuation and other factors that may not have been evident at the time of our field investigation. SEISMICITY The site is located within the seismically active southem Califomia region. There are, however, no knovm active or potentially active faults presently mapped that pass through the site. Active fault zones within the general site region include the Rose Canyon/Newport-Inglewood, Coronado Bank/Palos Verdes Hills, and Elsinore. Strong ground motion could also be expected from earthquakes occurring along the San Jacinto and San Andreas fault zones, which lie northeast of the site at greater distances, as well as a number of other offshore faults. The following table lists the knovm active faults that would have the most significant impact on the site: Fault Maximum Probable Earthquake (Moment Magnitude) Slip Rate (mm/year) Fault Type Rose Canyon (6.0-kilometers/3.7-miles SW) 7.2 1.5 B Coronado Bank/Palos Verdes Hills (38-kilometers/23.4-miles SW) 7.6 3 B Elsinore (Julian Segment) (38-kilometers/23.4-miles NE) 7.1 5 A HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 5 SEISMIC EFFECTS 1. Ground Accelerations The most significant probable earthquake to affect the property would be a 7.2 magnitude earthquake on the Rose Canyon fault zone. Depiction of probabilistic seismic hazard analysis utilizing a consensus of historical seismic data and the respective regional geologic conditions that are shown on the "The Revised 2002 Califomia Probabilistic Seismic-Hazard Maps" (Reference 1) indicate that peak ground accelerations of about 0.20 to 0.30g are possible with a 10% probability of being exceeded in 50-years. 2. Ground Cracks The risk of fault surface mpture due to active faulting is considered low due to the absence of an active fault within the site. Ground cracks due to shaking fi-om seismic events in the region are possible, as with all of southem Califomia. 3. Landsliding The risk of seismically induced landsliding affecting the site is considered negligible due to the gently sloping topography of the property. 4. Liquefaction The risk of liquefaction is considered low due to the dense underlying earth materials. 5. Tsunamis Given the elevation of the property above sea level and the proximity to the Pacific Ocean, the potential for seismically generated ocean waves to affect the site is considered high; however, historical data suggest that the actual risk is low. HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 6 CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed new single-family residence is considered feasible from a geotechnical standpoint. Grading and foundation plans should consider the appropriate geotechnical features of the site. The proposed construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint provided the recommendations presented in this report and good constmction practices are implemented during design and construction. 2. Seismic Parameters for Structural Design Seismic considerations that should be used for structural design at the site include the following: a. Ground Motion - The proposed residence should be designed and constmcted to resist the effects of seismic ground motions as provided in Chapter 16, Division IV-Earthquake Design of the 2001 Califomia Building Code. The basis for the design is dependent on and considers seismic zoning, site characteristics, occupancy, configuration, structural system and building height. b. Soil Profile Type - In accordance with Section 1629.3.1, Table 16-J, and the underlying geologic conditions, a site Soil Profile of Type So is considered appropriate for the subject property. c. Seismic Zone - In accordance with Section 1629.4.1 and Figure 16-2, the subject site is situated within Seismic Zone 4. d. Seismic Zone Factor (z) - A Seismic Zone Factor of 0.40 is assigned based on Table 16-1. Since the site is within Seismic Zone 4, Section 1629.4.2 requires a Seismic Source Type and Near Source Factor. e. Near-Source Factor (Na and Nv) - Based on the known active faults in the region and distance of the faults from the site, a Seismic Source Type of B per Table 16- U, and Near Source Factors of Na = 1.0 per Table 16-S and Nv = 1.16 per Table 16-T are provided. f Seismic Coefficients (Ca and Cv) - Using the Soil Profile Type and Seismic Zone Factor along with Tables 16-Q and 16-R, the Seismic Coefficients Ca = 0.44 (Na) and Cv = 0.64 (Nv) are provided, or Ca = 0.44 and Cv = 0.74. HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 7 3. Site Grading Prior to grading, the site should be cleared of any existing debris and vegetation. Materials generated during clearing should be properly disposed of at an approved location off-site. Holes resulting from the removal of buried obstmctions that may be encountered during grading should be removed and replaced with compacted fill. In areas where the new improvements are planned (including hardscape) and proposed cuts do not remove existing fill and the upper 2-feet of the terrace deposits, these materials should be removed and replaced as compacted fill. Removal depths within the driveway and garage area on the order of approximately 2-feet below existing site grades are anticipated. It is anticipated that the cuts for the remainder of the structure will expose dense terrace deposits. The removals should extend to at least 3-feet beyond the limits of the proposed improvements where possible. Final removal depths should be determined in the field during grading by the Geotechnical Consultant. Following removals, the exposed subgrade should be scarified, moisture conditioned to about optimum moisture content, and compacted to a minimum of 90- percent relative compaction based upon ASTM: D-1557-02. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to 8- inches in thickness. All fill should be compacted to a minimum relative compaction of 90-percent based upon ASTM: D 1557-02. The on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over 6-inches in maximum dimension and other perishable or unsuitable materials should be excluded from the fill. All grading should be observed and tested as necessary by the Geotechnical Consultant. 4. Foundation and Slab Recommendations The proposed new residence may be supported by conventional continuous/spread footings and/or drilled piers founded in approved compacted fill/terrace deposits. Conventional continuous/spread footings extending at least 18-inches into approved compacted fill/terrace deposits and at least 15-inches wide may be designed for a dead plus live load bearing capacity of 2000-pounds-per-square-foot. This value may be increased by one-third for loads including wind and seismic forces. A lateral bearing value of 250-pounds-per-square-foot per foot of depth and a coefficient of friction between compacted fill/terrace deposits and concrete of 0.35 may be assumed. New continuous footings should be reinforced with at least four No. 4 bars, two top and two bottom. Foundations located adjacent to utility trenches should extend below a 1:1 (horizontal to vertical) plane projected upward from the bottom of HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 8 the trench. Footings should be deepened as necessary to provide at least 8-feet of horizontal distance between the edge of footing and face of the slope backing the rear of the property. Drilled piers should extend at least 5-feet into approved terrace deposits and should have a minimum diameter of 24-inches. Drilled piers founded as recommended may be designed for a dead plus live load end bearing capacity of 4000-pounds-per- square-foot. This value may be increased by one-third for wind and seismic forces. A skin friction value of 200-pounds-per-square-foot may be assumed in terrace deposits. Piers may resist lateral loads by a passive pressure of 250-pounds-per-square-foot per foot of depth into terrace deposits to a maximum value of 4000-pounds-per-square- foot. The passive resistance may be calculated over two pier diameters. Drilled piers should extend to a depth necessary to achieve at least 8-feet of horizontal distance between the edge of the pier and face of the slope backing the rear of the property. Footing excavations should be observed by the Geotechnical Consultant prior to placement of reinforcement and concrete, and the drilled piers should be observed by the Geotechnical Consultant at the time of drilling and prior to the placement of reinforcement and concrete, to ensure that appropriate bearing materials have been encountered. Slab-on-grade floors should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 18-inches, center-to-center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. Slabs should be underlain by a 4-inch layer of clean sand with at least a 10-mil visqueen vapor barrier placed at mid-height in the sand. Total and differential settlement of the proposed new construction due to foundation loads is considered to be less than 1/2 and 1/4 inch, respectively, for footings/drilled piers founded as recommended. 5. Retaining Walls Retaining wall foundations should be designed in accordance with the previous building foundation recommendations. We anticipate that the shoring will be incorporated into the permanent wall design for the new retaining walls proposed for the north, south and east walls of the basement. Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 35-pounds-per- cubic-foot (equivalent fluid pressure) assuming level backfill consisting of the granular on-site soils. Walls restrained from movement at the top should be designed HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 9 for an additional uniform soil pressure of 8xH pounds per square foot, where H is the height of the wall in feet. Any additional surcharge pressure behind the wall should be added to these values. Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed. The subdrain system behind retaining walls should consist of at least 4-inch diameter Schedule 40 (or equivalent) perforated (perforations down) PVC pipe embedded in at least 1 cubic foot of 3/4-inch crushed rock per lineal foot of pipe all wrapped in approved filter fabric. Recommendations for wall waterproofing should be provided by the project Architect and/or Structural Engineer. 6. Shoring Svstem Shoring will be necessary to protect off-site property and create a safe condition for workers during the construction associated with the basement. We anticipate that the shoring necessary to facilitate the proposed retaining walls associated with this portion of the building will be incorporated into the permanent retaining wall design. Lagging will be necessary between drilled piers. The design, installation, and performance of the shoring system are considered the responsibility of the contractor and designer. Geotechnical recommendations necessary for the shoring design are included under the "Foundations" and "Retaining Wall" sections of this report. The shoring/foundation plan should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein and to provide additional comments as necessary. 7. Temporary Slopes Temporary slopes should be inclined at a slope ratio no steeper that 1:1 (horizontal to vertical) or shored. Additional or revised backcut recommendations may be provided as building plans become finalized. Field observations by the Engineering Geologist during grading of temporary slopes is recommended and considered necessary to confirm anticipated conditions and to provide revised recommendations if warranted. 8. Concrete Flatwork Concrete flatwork should be at least 4-inches thick (actual) and reinforced with No. 3 bars spaced at 18-inches on center (two directions) and placed on chairs so that the reinforcement is in the center of the slab. The slab subgrade should be thoroughly moistened prior to placement of concrete. Contraction joints should be provided at 10~feet spacing (maximum). HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 10 9. Soluble Sulfate Representative samples of the on-site soils were submitted for sulfate analyses. The results of the soluble sulfate tests per EPA 9038 methods are presented on the attached Laboratory Test Results, Figure 6. The sulfate content of the on-site soils is consistent with a negligible sulfate exposure classification per Table 19-A-4 of the 2001 California Building Code. Consequently, special proyisiqns fo^sulfate resistant concrete are notconsidered necessary. 10. Retaining Wall and Trench Backfill All retaining wall and trench backfill should be compacted to at least 90-percent relative compaction based upon ASTM: D1557-02 and the backfill should be observed and tested by the Geotechnical Consultant. 11. Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances. Surface drainage should be designed by the project Architect and/or Civil Engineer. a. Consideration should be given to providing the structure with roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. b. All site drainage should be directed away from the stmcture. On-site soils are generally sandy in nature and considered erodible if exposed to concentrated drainage. c. No landscaping should be allowed against the stmcture. Moisture accumulation or watering adjacent to foundations can result in deterioration of wood/stucco and may affect foundation performance. d. Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season. e. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, by placing a hose at the inlet and checking the outlet for flow. HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 11 12. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: a. Site grading. b. Temporary slopes. c. Drilled pier excavations and placement of lagging. d. Foundation excavations prior to placement of forms and reinforcing steel. e. Retaining wall backfill. f Interior and exterior utility trench backfill, g. Concrete flatwork subgrade. 13. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Consultant should be promptly notified for review and reconsideration of the recommendations. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 5298.1 Log No. 9601 November 30, 2005 Page 12 This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, Hetherington Engineej mny Cohen Registered Civil EngjI Geotechnical Engin (expires 3/31/06) Dale Hamelehle Professional Geologist 5551 Certified Engineering Geologist 1760 (expires 12/31/07) Michel A. Vasconcel Professional Ge (expire 1/31/0^^ Distribution: 4-Addressee Attachments: Location Map Plot Plan Geologic Cross-Section Boring Logs Laboratory Test Results Figure 1 Figure 2 Figure 3 Figures 4 and 5 Figures 6 and 7 HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com REFERENCES 1. Cao, Tianqing, et al "The Revised 2002 California Probabilistic Seismic Hazard Maps", dated June 2003. 2. Geotechnical Exploration, Inc., "Report of Preliminary Geotechnical Investigation, Proposed Kika Residences, 2649 Ocean Street, Carisbad, CA," dated July 31, 2002. 3. ICBO, "Califomia Building Code", 2001 Edition. 4. ICBO, "Maps of Known Active Faults Near-Source Zones in Califomia and Adjacent Portions of Nevada", dated February 1998. 5. Jennings, Charles W., "Fault Activity Map of Califomia and Adjacent Areas", Califomia Data Map Series, Map No. 6, dated 1994. 6. Peterson, M., Beeby, W., Bryant, W., et al., "Seismic Shaking Hazard Maps of Califomia", California Division of Mines and Geology, Map Sheet 48, dated 1999. 7. Tan, Siang S., and Kermedy, Michael P. "Geologic Maps of the Northwestem Part of San Diego County, California", DMG Open File Report 96-02, dated 1996. 8. Weber, Harold F., Jr., "Recent Slope Failures, Ancient Landslides, and Related Geology or the North-Central Coastal Area, San Diego County, Califomia", Califomia Division of Mines and Geology, Open-File Report 82-12LA, dated 1982. 9. Wheatley, Baird, "Preliminary Drawings, Burchfield Residence, 2627 Ocean Street, Carlsbad", dated September 1, 2005 HETHERINGTON ENGINEERING, INC. 5205 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (949) 487-9060 • Fax (949) 487-9116 www.hetheringtonengineering.com DRILLING COMPANY: Pacific Drilling RIG: Tri-pod DATE: 10/19/05 BORING DIAMETER: DRIVE WEIGHT: 140 Ibs DROP: 30" ELEVATION: 39' H H X EH CLi W Q 0.0 O o W s o PQ FH hH 00 H O >i Q O W Pi D EH 00 I—i o EH W EH ES O O 00 — CO <; oo u u 1-^ 00 M O D oo ^ BORING NO. B-1 SOIL DESCRIPTION 5.0- 10.0- 15.0- 20.0- 25.0- 30.0- 35.0- 18 22 23 25 34 35 60 51 65 55 119 116 111 107 101 98 103 100 102 118 6.9 7.3 6.8 6.0 4.0 4.2 4.5 4.2 20.5 13.4 TERRACE DEPOSITS: Dark orange brown silty fine to medium sand, damp, dense, non porous @ 7': Becomes light red brown silty fine to medium sand, damp, dense 10': Becomes medium to coarse grained @ 13': Light gray brown fine sand, little to no fines, damp, dense to very dense @ 16': Color becomes yellowish orange. Sand contains abundant mica flecks. Damp, friable, dense to very dense 19': Color becomes grey white to orange brown @ 22': Yellowish brown fine to coarse grained sand, damp, very dense @ 25': Gray white to orange brown fine to medium grained sand with few well rounded gravels to 2 inches in diameter, moist, dense @ 26': Gravel zone, well rounded gravels up to 2.5 inches in diameter in a matrix of coarse grained sand BEDROCK (Santiago Formation): Light olive to yellow green silty to clayey fine sandstone, moist, very dense Total depth 29 feet No caving No groundwater or seepage Boring backfilled with bentonite BORING LOG HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS 2627 Pacific Street Carisbad, California HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS PROJECT NO. 5298.1 FIGURE NO. 4 DRILLING COMPANY: Pacific Drilling RIG: Tri-pod DATE: 10/19/05 BORING DIAMETER: DRIVE WEIGHT: 140 IbS DROP: 30" ELEVATION: 21" EH W W Cu X EH OJ H o 0.0 EH O O tu if) s o CQ >H EH M to H Q >H a o H PS D EH CO M O s EH Z H EH O U to -~ oo 00 o o 1-^ 00 M O P 00 — BORING NO. B-2 SOIL DESCRIPTION 5.0- 10.0- 15.0- 20.0- 25.0- 30.0 28 28 32 106 103 101 SM FILL: Medium red brown silty fine to medium sand, damp, loose, contains brick fragments 5.2 9.0 TERRACE DEPOSITS: Dark red brown silty medium to coarse sand, damp, dense, friable 5': Color becomes light red brown to gray white 22.3 @ 10': Gray brown fine to medium sand, abundant mica flecks, moist, dense @ 12': Gravel zone, well rounded gravels up to 2.5 inches in diameter in a matrix of coarse grained sand BEDROCK (Santiago Formation): Light olive to yellow green silty to clayey fine sandstone, damp, very dense Total depth 13.5 feet Groundwater at 10 feet Caving between 10 and 13.5 feet Boring backfilled with bentonite BORING LOG HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS 2627 Pacific Street Carisbad, California HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS PROJECT NO. 5298.1 FIGURE NO. 5 LABORATORY TEST RESULTS DIRECT SHEAR (ASTM: D 3080) Sample |.ocatioii Ang^e of Internal Cohesion Remarks Friction (°) (psf) B-l @ 10' 29 200 Remolded to 90% @ optimum, consolidated, saturated, drained B-l @ 16' 41 150 Undisturbed, consolidated, saturated, drained B-l @28' 32 275 Undisturbed, consolidated, saturated, drained SULFATE TEST RESULTS (EPA 9038) Sample Location Soluble Sulfate in Soil (%) B-l @ 13' - 14' 0.0043 B-2 @ 5' - 6' 0.0093 EXPANSION INDEX (ASTM D: 4829) Sample Location Initial Compacted Final Expansion Expansion Moisture Dry Moisture Index Potential (%) Density (%) (pcf) B-l m 13' - 14' 7.0 114.7 13.5 0 Very low B-2 @ 5' - 6' 12.0 101.7 21.2 0 Very low MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557-02) Sample Locatioit Description Maximum Dry Optimum Moisture Density (pcf) Content (%) B-l @0 - 15' Red brown silty fme to medium sand 126.5 9.0 Figure No. 6 Project No. 5298.1 Log No. 9601 LABORATORY TEST RESULTS ATTERBERG LIMITS (ASTM: D 4318) Sample Location Liquid Limit (%) Plastic Limit (%) Plasticity Index U.S.C.S. Class (%) B-l (a), 13'-14' — ~ — NP B-l (5), 29'-30' 31 25 6 CL-ML B-2 @ 5' - 6' — ~ — NP Figure 7 Project No. 5298.1 Log No. 9601 Page 1 of9 SECTION 05521 TEMPERED GLASS RAILING ASSEMBLIES ***** Morse Industries manufactures high quality aluminum, stainless steel, and brass components for tempered glass railing assemblies and metal handrails. Glass railings basically consist of a metal top rail and tempered glass panels. A glass railing is an attractive alternative to more obscure railings with numerous intermediate rails, vertical spindles, or wire mesh panels. Glass railings are custom fabricated to accommodate specific project designs and dimensions. Morse Industries provides metal components for two types of glass railing: Glass baluster railings: Assembly consists of structural glass panels affixed into a base section and providing structural support for a metal top rail. Glass in-fill railings: Assembly consists of vertical metal posts supporting a metal top rail and non-structural glass panels attached to posts and infilling the area between the posts. This guide specification section can be used to specify both types of tempered glass railing assemblies. Metal handrails manufactured by Morse Industries can be attached to the glass panels of a glass railing or mounted on building walls. SECTION 05522 - METAL HANDRAILS can be used to specify handrails manufactured by Morse Industries. PART 1 - GENERAL 1.1 SUMMARY A. Section includes: ***** Use the following paragraph if glass baluster railings are being specified. ***** 1. Glass baluster type railings consisting of [aluminum] [stainless steel] [brass] rails, tempered glass panels set in aluminum base sections and providing structural support for top rail. ***** Use the following paragraph if in-fill glass railings are being specified. Only stainless steel and brass components are provided for in-fill glass railings. ***** 2. Glass in-fiU type railings consisting of [stainless steel] [brass] rails and vertical posts, tempered glass in-fill panels, and connectors for attaching glass panels to posts. 2 Anchors, fasteners, splice connectors, mitered comers, flush fittings, end caps, and other components required for a complete secure railing. B. Related sections: List other specification sections dealing with work directly related to this section such as the following. ***** 1. Section 03300 - Cast-in-Place Concrete: Construction of floor slabs and concrete stairs and landings to receive tempered glass railing assemblies. 2. Section 05511 - Steel Stairs: Construction of steel stairs and landings to receive tempered glass railing assemblies. 3. Section 06100 - Rough Carpentry and Section 09260 - Gypsum Board Assemblies: http://www.morseindustries.com/05521.htm 1/30/2009 Page 2 of9 Blocking in metal stud partitions for anchorage of railings. ***** Morse Industries provides all metal components for glass railing assemblies but does not provide the glass panels. Typically these are obtained locaify by the installer for the glass railings. Glass railing panels may be specified in this section or in Section 08800 - Glazing along with glass used for other applications. If a tinted or reflective glass is being used such that the railings are compatible with other glass applications within the building, then it is preferable to specify railing glass in Section 08800 - Glazing. ***** 4. Section 08800 - Glazing: [Supply of glass panels to be installed under this Section in railing assemblies.] [Provision of glass for applications other than railings.] 1.2 REFERENCES **** List by number and full title reference standards referred to in remainder of specification section. Delete non-applicable references. ***** A. American Architectural Manufacturers Association (AAMA): 1. AAMA 606.1 - Voluntary Guide Specification and Inspection Methods for Integral Color Anodic Finishes for Architectural Aluminum. 2. AAMA 607.1 - Voluntary Guide Specification and Inspection Methods for Clear Anodic Finishes for Architectural Aluminum. B. American Society for Testing and Materials (ASTM): 1. ASTM A269 - Seamless and Welded Austenitic Stainless Steel Tubing for General Service. 2. ASTM A1264 - Safety Requirements for Workplace Floor and Wall Openings, Stairs, and Railing Systems. 3. ASTM B221 - Aluminum-Alloy Extruded Bar, Rod, Wire, Shape, and Tube. 4. ASTM B248 - Wrought Copper and Copper Alloy Plate, Sheet, Strip, and Rolled Bar. 5. ASTM C1048 - Heat Treated Flat Glass, Kind HAS, Kind FT, Coated and Uncoated. 6. ASTM E894 - Anchorage of Permanent Metal Railing Systems and Rails for Buildings. 7. ASTM E935 - Permanent Metal Railing Systems and Rails for Buildings. C. ICBO UBC - Unifonn Building Code published by Intemational Conference of Building Officials. D. CPSC 16 CFR 1201 - Consumer Product Safety Commission Safety Standard for Architectural Glazing Materials. 1.3 DESIGN REQUIREMENTS A. Railing assemblies and attachments shall be designed, fabricated, and installed in accordance with ASTM A1264, ASTM E894, ASTM E935 to support: 1. 200 pounds concentrated loading applied at any point in any direction. http://www.morseindustries.coni/05521 .htm 1 /30/2009 Page 3 of9 2. 50 pounds per linear foot uniform load applied horizontally to top of rail. ***** Include the foUowing paragraph if glass baluster railings are being specified. ***** B. Railing assembly shall be glass baluster system consisting of stmctural glass panels affixed into base section and providing stmctural support for top metal rail attached to glass panels. Each top rail shall be supported by 3 glass balusters minimum. ***** Include the following paragraph if glass in-fill railings are being specified. ***** C. Railing assembly shall be system of metal posts anchored to floor and supporting top metal rails. Non-stmctural glass panels shall be attached to posts with metal coimectors and infill space between posts. D. Railing assemblies shall be designed to be prefabricated in modular components as required for shipping and to be assembled on site with concealed mechanical connections without welding. E. Railings shall be designed and fabricated with required joints to accommodate expansion and contraction of metal components without causing undue stress, buckling, opening of joints, and distortion. 1.4 SUBMITTALS A. Provide in accordance with Section 01330 - Submittal Procedures: 1. Product data for railing components and accessories. 2. Shop drawings showing railing plans, elevations, dimensions, and installation details. 3. Samples of manufacturer's finishes [for selection by Architect]. 4. Installation and maintenance instmctions. 1.5 QUALITY ASSURANCE A. Comply with Consumer Product Safety Commission 16 CFR 1201 and other applicable safety requirements. B. Conform to [ICBO UBC] [ ] [applicable code] for design and installation requirements for glass railing. C. Each piece of safety glazing shall be permanently labeled with appropriate marking. 1.6 HANDLING A. After fabrication, provide protective PVC film on handrails, posts, and other exposed to view components to be removed after installation. B. Exercise care not to scratch, mark, dent, or bend metal components during delivery, storage, or installation. PART 2 - PRODUCTS http://www.morseindustries.com/05521 .htm 1 /30/2009 Page 4 of 9 2.1 ACCEPTABLE MANUFACTURERS A. Morse Industries, 25811 74th Avenue South, Kent, Washington 98032; 800-325-7513. B. Manufacturers of equivalent products submitted and approved in accordance with Section 01630 - Product Substitution Procedures. 2.2 MATERIALS ***** Aluminum, stainless steel, and brass can be used for railings and other exposed metal components of glass railing assemblies. In addition, various metal finishes are available. The base sections are onfy provided as extruded aluminum components. These sections are either cast into concrete slabs or covered with finished sheet metal cladding. Contact Morse Industries for assistance in selecting metal type and finish. Select required railing metal from the following and delete other options. ***** A. Aluminimi: Extmded sections complying with ASTM B221: 1. Base sections: 6063-T5 alloy and temper. 2. Rail sections: 6063-T6 alloy and temper. ***** Standard finish for exposed aluminum components is mill finish. As options, Morse Industries provides clear and colored anodized finishes. ***** 3. Finish: [Mill finish.] [Light bronze] [[Medium bronze] [Dark bronze] [Black] anodized coating: Class I colored coating, 0.7 mil minimum thicfaiess, complying with AAMA 606.1] [Clear anodized coating: Class II clear anodic coating, complying with AAMA 607.1.] ***** Standard stainless steel provided by Morse Industries is Type 304, basic chromium-nickel austenitic stainless steeL Type 316, a more corrosion-resistant stainless steel with lower carbon content and containing mofybdenum is also available. Finish options include No. 4, a brushed finish and No. 8 a reflective polished finish with a mirror like appearance. ***** B. Stainless steel tubing: ASTM A269, Type [304] [316] with [No. 4 bmshed finish.] [No. 8 reflective polished finish.] ***** Rails and other exposed components can be provided in two different copper and zinc alloys - No. 260 Yellow Brass and No. 464 Naval Brass which has a copper color similar in appearance to Muntz Metal. Finish options include No. 4, a brushed finish and No. 8 a reflective polished finish with a mirror like appearance. Contact Morse Industries for assistance in selecting type. ***** A. Brass: ASTM B248, [No. 260 Yellow Brass] [No. 464 Naval Brass] alloy of copper and zinc with [No. 4 bmshed finish.] [No. 8 reflective polished finish.] C. Fasteners: Stainless steel. ***** Glass panels may be specified in this section or in Section 08800 - Glazing along with other types of glass used in the project. Edit the following paragraphs accordingty. ***** D. Glass: [As specified in Section 08800 - Glazing.] ***** Glass railing are constructed with fulfy tempered safety glass. Tempered glass is approximately four times as strong as annealed glass of equal thickness. It tends to break into http://wvm.morseindustries.com/05521 .htm 1/30/2009 Page 5 of9 small cubical pieces. ***** [1. Type: Fully tempered glass complying with ASTM CI048, Kind FT and meeting requirements of ANSI Z97.1 and CPSC 16 CFR to qualify as safety glass. ***** jy^Q thickness of tempered glass are typicalfy used for glass railings -1/2 and 3/4 inches (13 and 19 mm). Thickness will depend on design and code requirements. ***** 2. Thickness: [[1/2] [3/4] inch.] [[13] [19] mm.] ***** Typically clear glass is used for railings. However, tinted, reflective, embossed patterned, or other types of decorative glass could be used. The exact type and glass manufacturer should be specified. ***** 3. Style: [Clear glass.] [Tinted glass, [ ] color as manufactured by [ ] [Reflective coated glass, [ ] color as manufactured by [ ]. [Embossed pattem glass, [ ] pattern as manufactured by [ ].]] 2.3 METAL COMPONENTS FOR GLASS BALUSTER RAILINGS ***** Edit and include this article if glass baluster railings are used. If not, delete entire article. For baluster glass railings, continuous base sections are required for affixing structural glass baluster panels. All base sections provided by Morse Industries are extruded aluminum. There are three methods for attaching base sections to building structure: flush mount with section embedded in concrete, surface mount with anchors into floor structure, and facia mount with section fastened to vertical face of stair stringer or floor structure. Various sizes and shapes of base section are manufactured by Morse Industries to accommodate different glass thicknesses and mounting conditions. Refer to Morse Industries product literature for options and model numbers. ***** A. Base section: Extmded aluminum shoe molding for affixing glass baluster panels. Section designed to be [flush] [surface] [fascia] mounted and accommodate [[1/2] [3/4] inch] [[13] [19] mm] thick glass balusters. Pre-drill base section with mounting holes. ***** Glass baluster railings with stainless steel or brass top rails and exposed base sections can be clad in sheet metal fabrications to match finish of top rail. Cladding and matching end caps are attached with silicon or epoxy adhesive or two sided glazing tape. Base sections used with aluminum top rails do not require cladding. ***** B. Base section cladding: Provide sheet metal cladding to cover exposed base sections. Metal and fmish to match railing. Claddings provided in 2 pieces, one for each side of base section. Provide matching end caps for conditions where end of base section is exposed. ***** Top rails to receive glass baluster panels are provided as 1-1/2,2,2-1/2,3,3-1/2 and 4 inches (38,51,64,76,89, and 102 mm) diameter tubes in different metals and finishes. Refer to Morse Industries product literature for available options. ***** C. Top rail: Fabricate fi'om [alxmiinum] [stainless steel] [brass], [ inches] [ mm] diameter with intemal channels to receive glass baluster panels. 2.4 METAL COMPONENTS FOR GLASS IN-FILL RAILINGS ***** Edit and include this article if glass in-fill railings are used. If not, delete entire article. Round metal tubing fabricated from stainless steel or brass can be used for vertical posts and rails http://www.morseindustries.com/05521 .htm 1/30/2009 Page 6 of 9 for glass in-fill railings, ^f^/gj^mgrnj^^ (38,51, and 64 mm) diameters in different finishes. Refer n^lon^fndu^m^roduct literature for available options. A. Round tubing: Fabricate fi'om [stainless steel] [brass], [ inches] [ mm] diameter. B. Glass clips: Provide [stainless steel] [brass] [chrome plated brass] glass clips and grips for attaching in-fill glass panels to metal posts and rails as indicated on drawings and approved shop drawings. Provide with removable glass stops, attachment screws, mbber O-rings, and safety pins as needed to securely hold and support glass pemels. 2.5 FITTINGS ***** £|, j caps, elbows, angles, tees, radiuses, wall retums, collars, wall and floor flanges, and other flush fittings are provided by Morse Industries for connecting, joining, and anchoring tubular metal railing components. Stainless steel, brass, and chrome plated brass fittings are available. ***** A. Provide end caps, elbows, angles, tees, radiuses, wall retums, collars, wall, floor flanges, and other flush fittings as required for connecting, joining, and anchoring tubular metal railing components. Fittings to be [stainless steel] [brass] [chrome plated brass]. B. Mitered comers: Fabricate fi'om same metal and finish as rails to angles required for design indicated on Drawings. Diameter to match rail. [Provide with intemal glazing channel for comers used with glass baluster railings.] C. Connector sleeves: Open tube section forjoining rails and mitered comers. Fabricate from same metal and finish as rails. Diameter to allow for tight insertion into rail. 2.6 ACCESSORIES A. Supply fasteners and other components required for anchorage of railings. ***** Include the following three paragraphs if glass baluster railings are used. ***** B. Setting blocks: Resilient EPDM blocks fitted into base section to support and protect glass panels. Sized to fit base section and accommodate thickness of glass panel. C. Top rail inserts: Vinyl insert for protecting glass panel inserted in top rail. Fabricated from rigid PVC to fit in top rail channel and accommodate thickness of glass panel. Provide in 10 feet lengths. D. Base section filler: Expansive cement or non-shrink, non-metallic grout. 2.7 GENERAL FABRICATION A. Field verify railing dimensions prior to fabrication. B. Fabricate to designs indicated on Drawings and to meet performance requirements specified in Paragraph 1.3. C. Fabricate interfacing parts and assemblies so that field cutting adjustments are not necessary. D. Form stainless steel and brass tubes by bump forming using radius dies. Do not roll form. http://www.morseindustries.com/05521 .htm 1/30/2009 Page 7 of9 E. Polish components in multiple runs using 20 HP polishing machines. F. Make exposed joints butt, flush, and hairline. G. For mechanical coimections drill screw holes such that fasteners seat to face of railing components. H. Provide for thermal expansion and contraction with expansion joints at 24 feet maximum. I. Fabricate glass panels after [metal base sections] [vertical metal posts] have been installed and field measurements are made to verify required glass panel sizes. Provide glass panels with holes required for [connectors] [and attachment of hand railings]. PART 3 - EXECUTION 3.1 PREPARATION ***** Include the following paragraph if metal handrails will be installed on glass railings or mounting holes are required for glass in-fill panels. ***** A. Coordinate provisions of tempered glass panels with [provision of handrails specified in Section 05222 - Metal Handrails and moimted directly on glass panels] [requirements for mounting glass in-fill panels]. Ensure required holes are (Wiled in glass panels prior to tempering and are accurately located and sized. ***** Include the following paragraph if glass baluster railings with flush or surface mounted base sections are used. ***** B. Coordinate with casting of concrete slabs specified in Section 03300 - Cast-in-Place Concrete to ensure [flush mounted base sections] [steel plates for surface mounted base sections] are provided in time for casting in concrete and are accurately located. 1. Aluminum sections embedded in concrete shall be coated with zinc chromate primer. 2. Accurately position [base sections] [steel anchor plates] with top flush with concrete slab. C. Coordinate requirements for blocking in partitions for attachment of railings with Section 06100 - Rough Carpentry and Section 09260 - Gypsum Board Assemblies. D. Insulate dissimilar metals to prevent electrolysis and other forms of corrosion with bituminous paint or non-absorptive gasket to prevent contact. 3.2 INSTALLATION A. Install railings in accordance with manufacturer's recommended installation instmctions and approved shop drawings. B. Install components plimib and level, accurately fitted, and free from distortion and defects. C. Align rails with 1/4 inch in 12 feet maximum variation from level for horizontal members and from parallel with sloped members. 3.3 GLAZING http://www.morseindustries.com/05521 .htm 1/30/2009 Page 8 of9 A. Verify surfaces and recesses to receive glass panels are clean and free of obstructions. B. Inspect edges of glass. Install only glass with clean cut edges. Do not bump, drag, or bmsh edges against frame or hard objects. Avoid scratching. fc**** Include the following paragraph if glass in-fill railings are used. ***** C. Attach glass panels to posts and rails using glass clips and grips as detailed on approved shop drawings. Include the following three paragraphs if glass baluster railings are used. ***** D. Place setting blocks inside base sections to support and cushion glass panels. Place one setting block at each end of glass panel set in one quarter width of panel. E. Fit glass panel into setting blocks. Separate adjacent glass panels with temporary vinyl spacers. F. Pour filler into base sections to completely fill area aroimd glass. Temporarily cap ends of base sections to ensure filler does not run out. 3.4 RAILING ***** Include the following two paragraphs if glass in-fill railings are used. ***** A. Install posts in floor flanges attached to floor with anchors of type and size as recommended by manufacturer. Cover flange with cover plate of same material and finish as posts and rails. B. Attach rails to posts with flush fittings and collars. ***** Include the foUowing three paragraphs if glass baluster railings are used. ***** C. Protective vinyl inserts: Insert over top edge of glass panels. Affix with bead of silicone adhesive. D. Force rail onto protective insert exercising care not to damage rail, glass, or finish. E. Use connector sleeves to join sections of rail and to connect mitered comers and flush fittings. Install end caps where rail is exposed to view. Form tight hairline joints except as required for expansion. 3.5 BASE CLADDING ***** Include this article if base section cladding is required for glass baluster railing. ***** A. Add sheet metal cladding to exposed base sections. Adhere with silicone adhesive. Ensure cladding is aligned and tight to base section. Provide end caps where ends of base section are exposed. 3.6 CLEANING A. Clean glass immediately following installation. Remove adhesives and other glazing materids from adjacent finished surfaces. http://www.morseindustries.com/05521 .htm 1/30/2009 Page 9 of9 B. Remove protective films from metal surfaces. C. Clean railing surfaces using clean water and mild detergent. Do not use abrasive agent, steel wool, or harsh chemicals. Rinse with clean water. D. Protect installed railings from other constmction operations. END OF SECTION http://www.morseindustries.com/05521 .htm 1/30/2009 JAN-27-2009 TUE 05:04 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 02 City of Carlsbad B u i I ll i n g Deportment CERTIFICATE OF COMPLIANCE This fbrm must IM completed by the City, the applicant, and the appropriate school districts end relumed to the City prior to Issuing a buildirH) permit. The City wHi not issue any buHding permit without a oompieted school fee form. Project Name: Building Permit Plan ChecK Number. Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: BURCHFIELD RESIDENCE CB08219B 2627 OCEAN ST 203-140-07^ MARILYN BURCHFIELD DEMOUSH EXISTING 1404 SF HOUSE & BUILD NEW HOME SFD 2672 New Dwelling Units Square Feet of Living Area In New Dwelling Second Dwelling Unit: Residential Additions: Commerctal/Sndustriat: City Certification of Applicant Information: Square Feet of Living Area in SDU Net Square Feet New Area uare Feet: Floor r-^lSHgptr mmm WITHIN THC cmr OF CARLSBAP Date: //)Ly//P^ CuUbMl UiUM SdHwl Diitrict 6223 El Csiniiio Real Cariibad CA 92009 (331 ^000) Vtate VnUlfld SCIIMI filitrict 1234 Atxsadla Drive ViftaCA 92083 (726-2170) SSB MareM UsUM SchMl Diitrict 215 Mat* Way San Maicoi. CA 92069 (290<^9) Contaoc Nancy Oolce (By Appt. Only) KnciiiltM UotaM SGIMWI Diatriet 101 South Rancho Santa Fe M Bncinitaa. CA 92024 (944^300 ext 166) Saa Dltfulto Union High Sdiool Diitrict 710 Sn<italt8i Blvd. Bncinittia. CA 92024 (753-6491) Certiflcition of AppUcsnt/Ownwi. Tht psraon txscutina this declaration (XXmer) oertMes under penalty of pstjuiy that (1) the Infbmration provided above la correct and true to the best of tha Owner's knowladga, and that tha Owner w«l flto an amended Gtrtiflcation of payment and pay the additional fee If Owner requests an increase in the number of dwaWng units or square footsfls after the building pemiit is issued or if tht initial detsnnlnation of units or squars tbotage is (bund to ba incorrect, and that (2) the Owner la the owner/dsveioper of the above described proJtcKs), or that the person sicBOUtlng this declaration is authorized to sign on behalf of the Owner. Signature: lleviMid 3^0^2006 Date: JAN-27-2009 TUE 05:05 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 SCHOOU DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school di8trlct(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 Distiict, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the appiicant iisted on page 1 has paid all amounts or completed other applicable school mitigation determined by the Schooi District. The City may issue building pennits fbr this project. SIGNATURE OF AUTHORIZED SCHOOL , J DISTRICT OFFICIAL {l)6jJlA ,^hMJ/^ TITLE WALTER FREEMAN ASSISTANT SUPERINTENDSliT NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOLDISTRICr iNMMc ur oonuuL UIO ^^25 ^ CAMINO REAL CARLSBAD, CAi^dM PHONE NUMBER Reviiad 3/30/2006 MAR-17-2010 WED 07:48 AM CITY OF CARSLBAD FAX NO, 760 602 8558 P. 01 ^ CIT' CARLSBAD Y OF PLUIVIBING. ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Addr«« ^^^2? ^ ^^ No.: Q^Pf^/?^ InformOftion provided b«lo<u refers to worb being done on the abow« mentioned permit only. This form must b> wmpleted flwd returned to the Building Dei)«rtment before the permit cnn be isiwed. Building D«pt. FOK: (760) 602-8556 Number of new or relocated fixturei, traps, or floor drains. New building sewer line? .. . .„„............,.,.,„„....... Number of new roof drains?.... Instoil/alter water line?....................... ................................. Number of new water heaters?........................................,. Number of new, relocated or replaced gas outlets? ............. Numfc>er of new hose bibs?............,,.,—.................................... No. ,-. . . Ves No . .*irr!p5 to»2 &C> .A.T"'"; : z Number of new panels or subpaneis? ........„„ ..................................—............... Sinatc Phase ,.—....Number of new amperes Three Phase.,.,. .......».„..„., ................................ Number of new amperes Three Phase 480 —................. ............... .............. Numkter of new amperes Remodel (relocate existing outlets/switches or add outlets/switches}? Ves No_X_ Numk>er of new furnaces, A/C, or heat pumps? ............. .............. New or relocated duct worb? . ... . Ves No Number of new fireplaces? „.„ .... Number of new exhaust fans?..........,. ............ ^ Relocate/install uent? ............. ... Number of new exhaust hoods? ....................—................— „„ .......„„„., ......... / Number of new tjojlers or compressors?. Number of HP /V/A B-18 Page 1 of 1 Rev. 03/09 OFFICE OF THE ASSESSOR COUNTY OF SAN DIEGO PROPERTY APPRAISAL RECORD SITUS ADDRESS '2627 OCf-AN ST PARCEL NO. 203-140-07 RATE AREA 09000 APPRAISAL AREA 04- OWNERSHIPHWCP BURCHFIFLD DOUGLAS G+MARILYN J PRINT DATE 12/ 01 /8^ CUT NO PRIOR PARCEL NO. RECORDING NO SALES DATE TTS CONVERSION CONFIRMED 304186 08/0**/84 325000F 325000 USE CODE 313 REPORT GROUP 010 UNITS 3 ACRES PERMIT DATA TYPE PERMIT DATA TYPE PRIOR VALUES ROLL VALUES YEAR LAND IMPROVEMENTS KP DATE APPRAISER DATE VALUE DATBCODE YEAR LAND IMPROVEMENTS TOTAL DATE POSTED MPB ^= 1 t*4 32,001 15,972 2 47,973 0459<» 65 32,001 15,972 47,973 04/15/82 TRANSFER D8/0<»/84 S 85 /OO Ooo s U 32 S-OOO Jliil 2 7 '85 KP PROPERTY TYPE CLASS EFF YEAR rOTAL LIV AREA BR BA ADD AREA GAR CONV GAR STALL CARPORT STALL POOL VIEW USABLE LAND MULTI 00 0/ .( c N Y N Y N Y RECORDING NO. SALES DATE OTS CONVERSION CONFIRMED ADDITIONAL DATA 00023^5 HASP 0058 5-84100M COUrsiTY ASSESSOR SAN OIEGO CO.CALIFORNIA RESIDENTIAL BUILDING RECORD ADDRESS "^ 7 f7r.f /!/ S 77 PARCEL ^ SHEET / OF - SHEET. DESCRIPTION OF BUILDING CLASS a SHAPE CONSTRUCTION STRUCTURAL EXTERIOR ROOF UGHTIN6 AIR CONDITION ROOM AND FINISH DETAIL Light Frame Stucco on Flat A Pitch "firing X' Heating Cooling ROOMS FLOORS FLOOR FINISH TRIM INTERIOR FINISH Substandard X Gable </A K.T. Conduit Forced Clean'g ROOMS B 1 2 Material Grade TRIM Walls Ceilings ARCHITECTURE X Standard •Sheathing X Siding / "x j 0" Hip A B.K.. Coble Grarlty Humid. All X S Above-Standard Concrete Block Shed 4 Fixtures / Wall Unit Jfories Special BAB. 1 \TS,6. Cut Up Few Cheap Ent Hall TYPE Brick Shingle Dormers Avg. Med. Floor Unit Living 1 1 Use \ Desi{ 1" FOUNDATION Adobe Shake RoH. \ - " Many Special Zone Unit Dining 1 Sinqle A Concrete < Floor Jot's B.&B.\ \T.&6. Gutters Central" ,K Doubles X Reinforced t": "-PLUMBINB Bed 1 Duplex Brick 2"! "x brick Y Shingle Sed AporimenI Wood Sub-Floor StortCj Shake Oil Burner f D r u 1 . FM-Court Piers Concrete Floor ^'-'WTNDOWS Tile Sink J / Motel ( aH.j^osement Tile Trim Loundrif M-B.ZU. Insulated Ceilings Metal Sash Compo.; 'VJater Htr. -Auto. Y Fireplace Kitchen / 3 \^UnH^ Light \ \Heavy Insulated Walls y Screens \ Campo. Shingle Water - Sof t ner Drain Bd Material: —jT) \Lgih: Ft .Splosh: CONSTRUCTION RECORD EFFEC. YEAR APPR. YEAR NORMAL % GOOD RATING (E,6,A,F,P) BATH DETAIL f Permit Amoonf Dale EFFEC. YEAR APPR. YEAR Aqt Remain'g Ufe Table Cond. Arch. Attr. Func. Plan Con- form Storage Space Work- m'nshp Fl. No. FINISH FIXTURES SHOWER No. Far Amoonf Dale EFFEC. YEAR APPR. YEAR Aqt Remain'g Ufe Table Cond. Arch. Attr. Func. Plan Con- form Cupb'd Close f Work- m'nshp Fl. No. Floors Walls Wc. La. Tub Tvpe Grade St ar G.D. Finish 'D40 ^> (^^^ '/I ,A 1 Vy ] \ IM oli 4-1 1 ? 'io ^ 1 // f/ ff-— BSAlt 2>er 1 1 nio'b i^ty* I/- (mf. I'iLt 31 (.1 4 4 1 J / / t t A? A > PbCKkioiHi ^ i 32 11 ^-— A-i 7-s-A ' SPECIAL FEATURES mi Book Cases Venetian Blinds i Shutters " " Oifert 4P/a.i-c Ife/r/- f<3rt - " Diahiuasher- Appraiser Q Date Wc: Unit Area .« -» / Unit Cost Cost Unit Cost Cosf Unit Cost Cost UnJt^ Cost' \cost^ ^'Unit ' Cost Cost Unit Cost Cost Unit Cost Cost Unit Cost Cost % 3o L3/0. //•Zo //s^4-2/.5o PC r /AO IS.0 3oe> /aOO pp Boo J.TS E-/o //3/ /• -7 Cl J-g.OO 5-780 20./0 6—. -.^" a.Jici t iL £i/a TOTAL //Jf ixtXI /C oT-d NORMAL % GOOD If/ (-7 f /i 7K V——— ~ R.C.L.N.D 73 // -/&fi- A-1! 8-56 -54 "1 (Sr.J... 1^ V /V 0 £:^... It MISCELLANEOUS STRUCTURES Structure Found Cons. Ext Roof Floor Int • S.'.^e, etc. no Remarks: SOWARDS AND BROWN ENGINEERING May 2, 2012 Re: Boundary Survey for 2627 Ocean Front, Oceanside, California This is to inform you we performed a Boundary Survey at 2627 Ocean Front and set property marl<ers in accordance witii Record of Survey 21186 filed April 12, 2012. A copy of said Record of Survey is enclosed for your information. Randy R. LS 5406 Brown enclosure copy: Orville Johnson 12013.ltr 21 87 NEWCASTLE AVENUE • SUITE 103 • CARDIFF BY THE SEA, CA 92007 (760) 436-8500 • FAX C760) 436-8603 ixiSTlNG HOME-BUILD NEW 2,672 SF SFD, 516 SF I fipp.-iv e^ntJO- ;AJ pcooF Of -fbr Aome 4- giftA.^ W Sp^ Approved Building / Planning Engineering Fire Health / F.O.G. HazMat/Air Quality JUL Coiiiiiieiils Date Building Planning Engineering Fire fc HftO/cft Fomw/Fees Rec'd Due? School dPi Sewer Application & Related Docs. Complete 1^6 - 6/^11 ^n. {^a- 0/^ Cifa OMA^ IV t/idy(^ i ~4^i> (/•<}. /l^^4/-o!^ C/fryljz 01-23-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Pernnit No:PCRi2003 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2627 OCEAN ST CBAD PGR 2031400700 Lot#: 0 $0.00 Construction Type: NEW BURCHFIELD RES- REVISED FOOTINGS AND RETAINING WALL AT ESCAPE WELLS Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 01/06/2012 LSM 01/23/2012 01/23/2012 Applicant: ORVILLE JOHNSON Owner: BURCHFIELD MARILYN J SURVIVORS TRUST 03-02-02 ET 309 N CLEMENTINE OCEANSIDE 92054 760-802-9992 50 N TAMMI CT CLOVIS CA 93611 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $145.00 $0.00 $0.00 Total Fees: $145.00 Total Payments To Date: $145.00 Balance Due: $0.00 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 lees/exactions." You have 90 days from the date this petmit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required infomiation 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 vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PCU^l^^pOQ'^ Original Plan Check No. C^Ot tP-t^ Project Address rrojeti Aoaress ( (. ^^^—e^ft A-^ '=^<T^ u Date. Contact Address ^/^f AJ • m/CA^TI/C>^ C\Xs/Z:^'31Q tt Zip ^^O^ General Scope of Work PiP/jrT / /. ^^^UI<>/^>yO^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: ^ Plans g Calculations • Soils • Energy • Other. 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets U/)Pl/J S AT^ /:^<S<::/QP/^ UJ&^^<. 5 Does this revision, in any way, alter the exterior of the project? • Yes 6 Does this revision add ANY new floor area(s)? • Yes |^ No T Does this revision affect any fire related issues? • Yes |^ No 8 Is this a complete set?x^ • Yes ^ No ^Signatur 1635 Faraday No Phone: 760-602-2717 / 2718 / 2719 www.carisbadca.gov Fax: 760-602-8558 EsGil Corporation In (PartnersRip with government for (BuiCcfing Safety DATE: JAN. 11, 2012 CgfjURIS.^^ JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO.: PCR 12-003 (CB08-2198 REV. # 1) SET: I PROJECT ADDRESS: 2627 OCEAN STREET PROJECT NAME: FOOTING REVISIONS FOR SFR REMODEL FOR BURCHFIELD XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ^ REMARKS: Miscellaneous revisions under this plan change for light well. Sheets S3 & S6 are impacted. By: ALI SADRE Enclosures: EsGil Corporation • GA • EJ • PC 1/10 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 2198 REV. # 1) PREPARED BY: ALI SADRE PLAN CHECK NO.: PCR 12-003 (CB08- DATE: JAN. 11, 2012 BUILDING ADDRESS: 2627 OCEAN STREET BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: By Ordinance • Complete Review $145.00 • Structural Only n Repetitive Fee Repeats Based on hourly rate • Other [3 Hourly EsGil Fee $116,00 Hr. @ * $116.00 Comments: Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PCR 12-03 DATE1/10/12 ADDRESS 2627 Ocean Street RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING VILLAGE FAIRE SOLAR PANELS OTHER footing revision PLANNER CAAA^._J^^Jch^ ENGINEER DATE H:\ADMIN\COUNTER/PUNNING/ENCINEERINC APPROVALS JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.. / CALCULATED BY. CHECKED BY SCALE OF. DATE. DATE- LL mm .i35^.l..6.M 3' ...(4, G Worn 1 dtM.^m ii cr 1 t 3 •{ ^..::2< It.' ^1 f I I- ./^. %.'i.'3t:t.JClZ. ...Ik. li. 5^2 .A rmOXI 204-1 /Aiggg/ IK. MM, MM. 01471. « j ^ 1 ZIZi ' Sowards & Brown Eng Inc 2187 Newcastle Ave Cardiff, CA 92007 (760)436-8500 Title : Burchfield Residence Job# : 08-003 Dsgnr: RDS Description.... North & South side cantilever walls Page: Date: OCT 8,2008 This Wall In File: c:\docunients and settlngs\bob\my docun ReUIn Pro 9 S) 1989 - 2011 Ver: 9.25 8170 Registration #: RP-1172015 RP9.25 Licensed to: Robert Sowards Cantilevered Retaining Wall Design Code: CBC 2010 [criteria Retained Height = 7.75 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0ft I [Soil Data Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 600.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Eartii Pressure Seismic Load Multiplier Used = 7.000 (Multiplier used on soil density) Allow Soil Bearing = 2,666.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Toe Active Pressure 35.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 118.00 pcf Soil Density, Toe = 118.00 pcf FootingllSoii Friction 0.250 Soil height to ignore 0.00 for passive pressure 0.00 in I [^UteraKoa^pplie(^toJte^^ [Adjacen^ootin^oad Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Uniform Seismic Force = 54.250 Total Seismic Force = 501.813 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 [StetT^Veighl^^ Fp / Wp weight Multiplier 0.361 g Added seismic base force 209.5 Ibs Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Licensed to: Robert Sowards Del Mar, CA 92014 www.RetainPro.com Sowards 8> Brown Eng Inc 2187 Newcastle Ave Cardiff, CA 92007 (760) 436-8500 Title - Burchfield Residence Job# : 08-003 Dsgnr: RDS Description.... North & South side cantilever walls Page:. Date: OCT 8,2008 This Wall in File: c:\documents and settlngs\bob\my docun Retain Pro 9 ® 1989 - 2011 Ver: 9.2S 8170 Registration #: RP-1172015 RP9.2S Licensed to: Robert Sowards Cantilevered Retaining Wall Design Code: CBC 2010 Design Summary Wall Stability Ratios Overturning = 1.51 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. 4,447 Ibs 11.23 in Soil Pressure @ Toe = 2,119 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,666 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,038 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 25.5 psi OK Footing Shear @ Heel = 8.6 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 1,993.1 Ibs Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Footin^imensi^^ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 3.00 (§ 2.67 ft 2.00 4.67 18.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Stem Constructwn ~| Top stem 2nd 3rd ^^^mmmmm^^^mmm^^^ Stem OK Stem OK Stem OK Design Height Above Ftg ft= 7.00 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 6.00 8.00 12.00 Rebar Size = #5 #5 #7 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = Center Edge Edge Design Data ft)/FB +fa/Fa = 0.079 0.469 0.828 Total Force @ Section Ibs = 33.9 397.6 1,554.7 Moment....Actual ft-#= 28.4 747.7 4,622.7 Moment Allowable ft-#= 1,373.1 1,812.8 5,978.3 Shear Actual psi= 0.7 6.3 14.4 Shear.....Allowable psi= 38.7 38.7 38.7 WallWeight psf= 58.0 78.0 124.0 Rebar Depth 'd' in= 4.20 5.25 9.OO LAP SPLICE IF ABOVE in= 30.00 30.00 63.00 LAP SPLICE IF BELOW in= 30.00 30.00 HOOK EMBED INTO FTG in = 7.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio IVIasonry Data — fm psi= 1,500 1,500 1,500 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 21.48 21.48 21.48 Shott Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in = 5.60 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f c psi = Fy psi = I^Footin^esign^Resi^ Toe Heel Factored Pressure = 3,038 0 psf Mu': Upward = 9,947 57 ft-# Mu': Downward = 1,695 1,246 ft-# Mu: Design = 8,252 1,189 ft-# Actual 1-Way Shear = 25.51 8.59 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Heel: Not req'd, Mu < S * Fr Key: No key defined Retain Pro Software li All Rights Reserved 12009 HBA Publications, Inc. Licensed to: Robert Sowards Del Mar, CA 92014 www.RetainPro.com Sowards 8i Brown Eng Inc 2187 Newcastle Ave Cardiff, CA 92007 (760) 436-8500 Title ' Burchfield Residence Job# : 08-003 Dsgnr: RDS Description,... North & South side cantilever walls Page:. Date: OCT 8,2008 This Wall in File: c:\documents and settings\bob\my docun Retain Pro 9 © 1989 - 2011 Ver: 9.25 8170 Registration #: RP-117201S RP9.25 Licensed to: Robert Sowards Cantilevered Retaining Wall Design Code: CBC 2010 Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Seismic Stem Self Wt = OVERTURNING Force Distance Moment Ibs ft ft-# 1,497.3 3.08 -70.0 0.67 356.3 209.5 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 5.55 5.09 4,616.8 -46.7 1,977.4 1,065.6 1,993.1 O.T.M. = 7,613.1 1.51 4,447.4 Ibs If seismic included the min. OTM and sliding ratios may be 1.1 per IBC '09,1807.2.3. Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh! = Key Weight Vert. Component = Force ..RESISTING Distance Total = 3,697.4 Ibs R.M.^ Moment Ibs ft ft-# 914.5 4.17 3,813.5 600.0 3.17 1,902.0 750.0 3.17 2,377.5 157.5 1.34 210.3 812.4 3.10 2,515.6 162.3 3.48 564.7 1,050.8 2.34 2,453.5 11,459.6 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure caiculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc, All Rights Reserved Licensed to: Robert Sowards Del Mar. CA 92014 www.RetainPro.com' Sliding Restraint 6.in Mas w/ #5 @ 16.in o/c Solid Grout Special Insp 8.in Mas w/ #5 @ 16.in o/c Solid Grout Special Insp 12.in Mas w/#7 @ 16.in o/c Solid Grout Special Insp Designer select all horiz. reinf. See Appendix A 2'-8" 2'-0" 4'-8" DL= 600., LL= 750.#, Ecc= O.in Sliding Restraint 1993.1# 2118.6psf If adjacent footing or seismic loading is used, the numerical values are display but the loading curve does not represent the composite loading. Structural Calculations for 2627 OCEAN STREET TEMPORARY SHORING CARLSBAD, CA Prepared for: WESTERN FOUNDATIONS VJ Project #: A 12.0360.00 Date Issued: I/10/2012 Revision Date: Revision Date: - Prepared By: ^} BergerABAM FLOREB LUND C O N S U LTA N T S 7220 Trade Street. Suite 120 • San Diego. California 92121 • (858) 566-0626 • FAX (858) 566-0627 Chril and SCruetural EnginMring wwfWf.flarMlunci.eom LLISD CONBULTANTB 7220 TRADE STREET. SUITE 120 SAN DIEGO, CALIFORNIA 92121-2325 TEL (858) 566-0626 FAX (858) 566-0627 PROJECT SHEET No. CHECKED BY. AJ OF DATE. 2QQ9 SCALE. NTS CANTILEVER SMQRlNS KEY: KIMMIVM (HCKOOOJW DESIGN PARAMETERS: 9 ' iRttatve- J REPORT aMB*xcuTx8p>^lNa>riMi ri^x5PAClNS-liU> CUT X SPACiNq < 1 j < 1 REACTIONS: R - m^crtvE • HA; * PMCHX ^HMO. * MA; * PWH>X m,«ic * HA; B- EHB/2 ALLOWABLE REACTIONS: i^B= (i^^^^ <^f<^^x f? + J5 X rEHB-TOE;^x CAISSON DiA. x ARCWiNG x INC. RT = EHBEDHENT x x CAISSON DiAHETER x ARCHING x INCREASE SIZE BEAM: ADD &» Er«EDt1ENT DEPTH TO Tm MOf^NT ARM • a.l5 x EMBEDt^NT H«^=i^x +J5XEHB;+ Pa«HX m«„+.i5xEHB;+ PK«CX ^H«H,+.ISXEHB; Global Parameters: Active Pressure: 35 (BL) indicates that Passive Pressure: 300 the beams are Max Passive Pressure: backlagged and Factor Of Safety: 1.2 unbraced length - Arching: 2 design cut Design Parameters: FUOHBB LUND aONBULTANTS Beam Callouts Design Cut (ft.) Cut on Sch. (If different from Cut) Surch (psf) Pfound(k) Hfound (ft.) Spacing (ft.) Caisson Dia. (in.) Space between PL and F.O.W. (inches) Nl (BL) 6 100 8 24 N2 (BL) 8 100 8 24 N3 (BL) 10 100 8 24 N4 (BL) 12 100 8 24 N5 (BL) 14 100 8 30 E1-E3 14 100 8 30 Sl (BL) 14 100 6 30 S2 (BL) 12 100 8 24 S3 (BL) 10 11 100 8.5 24 S4 (BL) 8 100 7.5 24 S5 (BL) 7 100 8 24 S6 (BL) 6 100 8 24 C O NS UL.TANTS Design Results Results for Schedule Callout Beam Size Deflection Rea. Moment Embed, (ft.) Nl(BL) W16X26 0.01 69.12 9 N2 (BL) W16X26 0.06 122.33 11.5 N3 (BL) W16X36 0.12 195.41 14 N4 (BL) W18X50 0.17 291.23 16.5 N5 (BL) W21X68 0.20 449.73 17 E1-E3 W24X55 0.22 449.73 17 Sl (BL) W21X68 0.15 337.30 15 S2 (BL) W18X50 0.17 291.23 16.5 S3 (BL) W16x40 0.11 207.63 14.5 S4 (BL) W16X26 0.06 114.69 11.5 S5 (BL) W16X26 0.03 93.42 10.5 S6 (BL) W16X26 0.01 69.12 9 No Section, 0.00 0 No Section, 0.00 0 No Section, 0.00 0 No Section, 0.00 0 No Section, 0.00 0 No Section, 0.00 0 No Section, 0.00 0 No Section, 0.00 0 Callout Beam Size Cut on Sched. Emb. Total Nl(BL) W16X26 6 9 15 N2 (BL) W16X26 8 11.5 19.5 N3 (BL) W16X36 10 14 24 N4 (BL) W18X50 12 16.5 28.5 N5 (BL) W21X68 14 17 31 E1-E3 W24X55 14 17 31 Sl(BL) W21X68 14 15 29 S2 (BL) W18X50 12 16.5 28.5 S3 (BL) W16x40 11 14.5 25.5 S4 (BL) W16X26 8 11.5 19.5 S5 (BL) W16X26 7 10.5 17.5 S6 (BL) W16X26 6 9 15 Section, Re\ 0 0 0 Section, Rev 0 0 0 Section, Re\ 0 0 0 Section, Re\ 0 0 0 Section, Re\ 0 0 0 Section, Rev 0 0 0 Section, Re\ 0 0 0 Section, Rev 0 0 0 PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: Nl (BL) FLORBB LUMP CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 6.0 ft 8ft Oft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 210 psf 100 psf Pactive Psurch Pfound 5.0 kips 4.8 kips 0.00 kips Hactive Hsurch Hfound 2.0 ft 3ft Oft Minimum Embedmen Toe 9.0 ft 1.65 ft M.A. 8.18 ft As seen in KEY =Emb - Toe/2 Reactions Allowables Rb 23.32 kips Rb 28.96 kips Rt 13.5 kips Rt 16.2 kips Embedment F.S. = 1.24 OveraIN 1.23 1.20 Beam Moments M.A. Msoil Msurch. Mfound. 3 ft 25.2 k' 28.8 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) Total Equivalent Uniform Load = 8/3 W 5.0 Amax = W x 1^3 k 15 x E x I = 0.01 inches 69.1 k' Minimum Use W16X26 phiMn= 166 k' lxx= 301 inM (1) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: N2 (BL) PLOHBa LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 8.0 ft 8 ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 280 psf 100.00 psf Pactive Psurch Pfound 9.0 kips 6.4 kips 0.00 kips Hactive Hsurch Hfound 2.7 ft 4ft 6 ft Minimum Embedmen Toe 11.5 ft 2.03 ft M.A. 10.49 ft As seen In KEY =Emb - Toe/2 Reactions Rb Rt 36.62 kips 21.3 kips Allowables Rb Rt 45.34 kips 25.5 kips Embedment F.S. = 1.24 Overall= 1.22 1.20 Beam Moments M.A. 3 ft Msoil 50.8 k' Msurch. 44.8 Mfound. 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) 122.3 k' Total Equivalent Uniform Load = 8/3 W 9.0 Amax = Wxl^3 k 15 X E XI = 0.06 inches Minimum Use W16X26 phiMn= 166 k' lxx= 301 (2) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: N3 (BL) PI.OHBB LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 10.0 ft 8 ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 350 psf 100 psf Pactive Psurch Pfound 14.0 kips 8.0 kips 0.00 kips Hactive Hsurch Hfound 3.3 ft 5ft 0 ft Minimum Embedmen Toe 14.0 ft 2.4 ft M.A. 12.80 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 52.61 kips 30.6 kips Allowables Rb Rt 65.42 kips 36.9 kips Embedment F.S. = 1.24 Overall= 1.23 1.20 Beam Moments M.A. 3 ft Msoil 88.7 k' Msurch. 64.0 Mfound. 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) Total Equivalent Uniform Load = 8/3 W 14.0 Amax = Wxl^3 k 15 X E X I 0.12 inches 195.4 k' Minimum Use W16X36 phiMn= 203 k' lxx= 448 inM (3) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: N4 (BL) PLOHBg LUMP CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 12.0 ft 8 ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 420 psf 100 psf Pactive Psurch Pfound 20.2 kips 9.6 kips 0.00 kips Hactive Hsurch Hfound 4.0 ft 6ft Oft Minimum Embedmen Toe 16.3 ft 2.81 ft M.A. 14.85 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 71.39 kips 41.6 kips Allowables Rb Rt 85.69 kips 50.1 kips Embedment F.S. = 1.20 Overall= 1.20 1.20 Beam Moments M.A. Msoil Msurch. Mfound. 3 ft 141.1 k' 86.4 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) Total Equivalent Uniform Load = 8/3 W 20.2 Amax = Wx 1^3 k 15 X E X I = 0.17 inches 291.2 k' Minimum Use W18X50 phiMn= 294 k' lxx= 800 inM (4) PER SOLDIER BEAM @ 8'-0" O.C, Temporary Soldier Beams: N5 (BL) PLOHBB LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 14.0 ft 8 ft 13 ft Caisson Dia. Arching Req. FOS 30 in. 2 1.2 qactive qsurch 490 psf 100.00 psf Pactive Psurch Pfound 27.4 kips 11.2 kips 0.00 kips Hactive Hsurch Hfound 4.7 ft 7ft Oft Minimum Embedmen Toe 17.0 ft 2.9 ft M.A. 15.55 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 94.98 kips 56.3 kips Allowables Rb Rt 117.03 kips 67.6 kips Embedment F.S. = 1.23 Overall= 1.22 1.20 Beam Moments M.A. 3.75 ft Msoil 231.0 k' Msurch. 120.4 Mfound. 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches IMu(temp.) Total Equivalent Uniform Load = 8/3 W 27.4 Amax = Wxl^3 k 15 X E X I 0.20 inches 449.7 k' Minimum Use W21X68 phiMn= 196 k' lxx= 1480 InM (5) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: E1-E3 PLORBBUUNP CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 14.0 ft 8 ft 0 ft Caisson Dia. Arching Req. FOS 30 in. 2 1.2 qactive qsurch 490 psf 100 psf Pactive Psurch Pfound 27.4 kips 11.2 kips 0.00 kips Hactive Hsurch Hfound 4.7 ft 7ft Oft Minimum Embedmen Toe 17.0 ft 2.9 ft M.A. 15.55 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 94.98 kips 56.3 kips Allowables Rb Rt 117.03 kips 67.6 kips Embedment F.S. = 1.23 Overall= 1.22 1.20 Beam Moments M.A. Msoil Msurch. Mfound. 3.75 ft 231.0 k' 120.4 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? Mu(temp.) 449.7 k' Use no max inches Total Equivalent Uniform Load = 8/3 W = 27.4 Amax = Wx 1^3 k 15 X E X I = 0.22 inches phiMn= lxx= Minimum W24X55 506 k' 1350 inM (6) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: Sl (BL) PLOHBB LUNP CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 14.0 ft 6 ft 0 ft Caisson Dia. Arching Req. FOS 30 in. 2 1.2 qactive qsurch 490 psf 100.00 psf Pactive Psurch Pfound 20.6 kips 8.4 kips 0.00 kips Hactive Hsurch Hfound 4.7 ft 7ft Oft Minimum Embedmen Toe 15.0 ft 2.65 ft M.A. 13.68 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 73.49 kips 44.5 kips Allowables Rb Rt 91.70 kips 54.4 kips Embedment F.S. = 1.25 Overall= 1.24 1.22 Beam Moments M.A. Msoil Msurch. Mfound. 3.75 ft 173.2 k' 90.3 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) Total Equivalent Uniform Load = 8/3 W = 20.6 Amax = Wx h3 k 15 X E X I = 0.15 inches 337.3 k' Minimum Use W21X68 phiMn= 358 k' lxx= 1480 inM (7) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: S2 (BL) JEkORBB LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 12.0 ft 8ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 420 psf 100 psf Pactive Psurch Pfound 20.2 kips 9.6 kips 0.00 kips Hactive Hsurch Hfound 4.0 ft 6ft Oft Minimum Embedmen Toe 16.3 ft 2.81 ft M.A. 14.85 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 71.39 kips 41.6 kips Allowables Rb Rt 85.69 kips 50.1 kips Embedment F.S. = 1.20 Overall= 1.20 1.20 Beam Moments M.A. 3 ft Msoil 141.1 k' Msurch. 86.4 Mfound. 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) 291.2 k' Total Equivalent Uniform Load = 8/3 W 20.2 Amax = Wx 1^3 k 15 X E X I = 0.17 inches Minimum Use W18X50 phiMn= 294 k' lxx= 800 in'^4 (8) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: S3 (BL) PLORBB LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 10.0 ft 8.5 ft 11 ft Caisson Dia. Arching Req. FOS 24.00 in. 2 1.2 qactive qsurch 350 psf 100.00 psf Pactive Psurch Pfound 14.9 kips 8.5 kips 0.00 kips Hactive Hsurch Hfound 3.3 ft 5 ft Oft Minimum Embedmen Toe 14.3 ft 2.48 ft M.A. 13.01 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 55.61 kips 32.2 kips Allowables Rb Rt 67.18 kips 38.7 kips Embedment F.S. = 1.21 Overall= 1.21 1.20 Beam Moments M.A. Msoil Msurch. Mfound. 3 ft 94.2 k' 68.0 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? no max inches Mu(temp.) 207.6 k' Use Minimum W16x40 Total Equivalent Uniform Load = 8/3 W 14.9 Amax = Wx 1^3 k 15 X E X I 0.11 inches phiMn= lxx= 249 k' 518 inM (9) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: S4 (BL) PLOHBM LUNP CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 8.0 ft 7.5 ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 280 psf 100.00 psf Pactive Psurch Pfound 8.4 kips 6.0 kips 0.00 kips Hactive Hsurch Hfound 2.7 ft 4ft Oft Minimum Embedmen Toe 11.3 ft 1.99 ft M.A. 10.26 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 34.50 kips 20.1 kips Allowables Rb Rt 43.56 kips 24.5 kips Embedment F.S. = 1.26 Overall= 1.25 1.22 Beam Moments M.A. Msoil Msurch. Mfound. 3 ft 47.6 k' 42.0 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? Mu(temp.) Total Equivalent Uniform Load = 8/3 W 8.4 Amax = Wx 1^3 k 15 X E X I = 0.06 inches no max inches 114.7 k' Minimum Use W16X26 phiMn= 166 k' lxx= 301 ln'^4 (10) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: S5 (BL) FLOHBB LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 7.0 ft 8 ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 245 psf 100 psf Pactive Psurch Pfound 6.9 kips 5.6 kips 0.00 kips Hactive Hsurch Hfound 2.3 ft 3.5 ft Oft Minimum Embedmen Toe 10.3 ft 1.85 ft M.A. 9.33 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 29.62 kips 17.2 kips Allowables Rb Rt 36.62 kips 20.7 kips Embedment F.S. = 1.24 Overall= 1.23 1.21 Beam Moments M.A. 3 ft Msoil 36.6 k' Msurch. 36.4 Mfound. 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? Mu(temp.) Total Equivalent Uniform Load = 8/3 W 6.9 Amax = Wx 1^3 k 15 X E X I = 0.03 inches no max inches 93.4 k' Minimum Use W16X26 phiMn= 166 k' lxx= 301 inM (11) PER SOLDIER BEAM @ 8'-0" O.C. Temporary Soldier Beams: S6 (BL) FLORBB LUND CONSULTANTS Active Passive Pmax 35 pcf 300 pcf psf Cut Ht. Spacing Cut on Sched 6.0 ft 8 ft 0 ft Caisson Dia. Arching Req. FOS 24 in. 2 1.2 qactive qsurch 210 psf 100.00 psf Pactive Psurch Pfound 5.0 kips 4.8 kips 0.00 kips Hactive Hsurch Hfound 2.0 ft 3 ft Oft Minimum Embedmen Toe 9.0 ft 1.65 ft M.A. 8.18 ft As seen in KEY =Emb - Toe/2 Reactions Rb Rt 23.32 kips 13.5 kips Allowables Rb Rt 28.96 kips 16.2 kips Embedment F.S. = 1.24 Overall= 1.23 1.20 Beam Moments M.A. Msoil Msurch. Mfound. 3 ft 25.2 k' 28.8 0.0 Ignore top (1.5 x Caisson Diameter of soil) Max Beam Depth? Mu(temp.) Total Equivalent Uniform Load = 8/3 W 5.0 Amax = WxIM k 15 X E x I = 0.01 inches no max inches 69.1 k' Minimum Use W16X26 phiMn= 166 k' lxx= 301 inM (12) Lateral Eartii Pressure on Lagging Design Spreadsheet Project: FLC#: Date: Definition of Variables Driving Pressure: E.F.P. D Height of Silo (ft.) w 100 uniform dist. Surcharge (psf) 1 7.5 lagging clear span (ft) K. n DO active earth prcGsurc coefficient unit weight of soil (pcf) 3« internal angle of friction (deg) E.F.P. 35 equivalent fluid pressure (pcf) WUT 0 lateral surcharge (psf) a 22.08932 cross section area of silo = I/STTI^ W 0 weight of soil silo = aDy T 30.93891 shear strength of soil = yzKatanj^) 'rrU The vertical force ofthe soil silo is given by: 1 F^-JT + wa-f-nT/dz L) •i 2 The angle of the bottom of the wedge relative to the horizontal would be 45+( ^pll) according to Rankine methods, (conservatively approximate this angle to 45 degrees for ease of integration.) The horizontal pressure, P, on the lagging at a depth of D+l/2 can be shown as: (2) 2 a After intergrating (1) and inserting into equation (2), lateral pressure at D+l/2: P = K. 2 w + yD-^- (K Jan((p)D') 3) Determine the maximum pressure on the lagging by taking the partial derivative of the horizontal pressure (equation 3) with respect to Depth and setting the result equal to zero: ap = K.Y ^ 4^,tan(cp)^ = 0 (4) Solving for D gives the height where the max pressure occurs: / AK, tan((p) = 7.272396 ft (5) For simplicity, we can express the denominator of equation 5 as: X - (4K, tan(<p))-' = 0.969653 (6) then we can express equation 5 as: = = 7.272396 ft (7) Substituting equation 7 for D into equation 3, tho maximum pressure on the lagging con bo found as: P = K max a = 325.4934 psf (8) Since E.F.P. is used, equation 8 does not need to apply. Take maximum depth (eq. 5) and multiply by E.F.P. DMAX * E.F.P. + WLAT= 254.5338 psf Determine Required Lagging Size: MrT,ax = wlV8= 1789.691 lb-ft/(ft) Check Douglas Fir Larch (North); fb = 850psi f'b= fb * CD * CM * CT * CL * CF • CFU * C, * CR 850 1.25 1 1 1 1.1 1.1 1 1.15 f'b= 1478.469 psi SXREQ= M/f'b= 14.52604 in^ Use 3x12 Rough-Sawn Lagging, Sx=18 in >SXREQ= 14.52604