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Home My WebLink About1370 BUENA VISTA WAY; ; CB031779; PermitIO-02-2003 I ' NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as 'feedexactions." You have 90 days from the date this permit was issued to protest imposition of these feeslexactions. 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. Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: SAM WRIGHT City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Res iden t ial Permit Building Inspection Request Line (760) 602-2725 Permit No: CB031779 SUITE N 291 1 STATE ST 92008 21 3-1460 1370 BUENA VISTA WY CBAD RESDNTL Sub Type: SFDR 1561201800 Lot#: 0 $376,668.00 Construction Type: NEW 1 Structure Type: SFD 5 Bathrooms: 4 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,I 02 SF Reference #: DEVINS RES DEMO 11 10 SF-NEW Status: ISSUED Applied: 06/30/2003 Plan Approved: 10/02/2003 Issued: 10102/2003 Entered By: SB Inspect Area: Orig PC#: Plan Check#: Owner: DEVINS FAMILY TRUST 09-27-97 6818 CORTE DIEGO CARLSBAD CA 92009 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Recl. Water Con. Fee $1,399.72 $0.00 $909.82 $120.00 $0.00 $37.67 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Add'l Recl. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1 81 .OO $60.00 $65.50 $2,925.00 $0.00 $0.00 $936.87 $0.00 $0.00 $6,635.58 Total Fees: $6,635.58 Total Payments To Date: $909.82 Balance Due: $5,725.76 5594 10/02103 0002 01. 02 CGP 5725 9 76 FINAL APPROVAL InsPector: /w Date: e 9 Clearance: You are hereby FURTHER NOTIFIED that your right to protest the specified feedexactions 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 feeslexactions of which YOU have Dreviouslv been aiven a NOTICE similar to this. or as to which the statute of limitations has Dreviouslv otherwise exDired. r J PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 A I FOR OFFICE USE ONLY EST. VAL. Plan Ck. Deposit - - Validated By I3 I DatG/+ar this addre@ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codal or that he is exempt therefrom, and the bass for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). Name Address City Statelzip Telephone # State License # License Class City Business License # Designer Name Address City Statelzip Telephone State License # 0 of the work for which this permit is issued. 0 issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties end civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). @ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is 0 1. 2. am exempt under Section personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES (have I have not) signed an application for a building permit for the proposed work. Business and Professions Code for this reason: UNO with the following person (firm) to provide the proposed construction (include name I address I phone number I contractors license number): plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone a .f -- mber I contractors license number): OPERTY OWNER SIGNA Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. YES 0 NO LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work hin 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned eriod of 180 days (Section 106.4.4 Uniform Building Code). x / DATE [rx WHITE: File YELLOW: Applicant PINK: Finance I , City of Carlsbad Final Buildin@ lnsuection Dept: Building ng Planning CMWD St Plan Check #: Permit #: CB031779 Project Name: DEVINS RES DEMO 11 10 SF-NEW Lite Fire Permit Type: RESDNTL Sub Type: SFDR 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,102 SF Address: 1370 BUENA VISTA WY Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected Date By: &LLJ /2?E5 Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: .......................................................................................................................................................... Inspected: 8hyAfi Approved: //Disapproved: ........................................................................................................................................................... Comments: I. City of Carlsbad Bldg Inspection Request For: 08/20/2004 Permit# CB031779 Inspector Assignment: RB Title DEVINS RES DEMO 11 10 SF-NEW Description: 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,IO2 SF B RE EZWAY Type: RESDNTL Sub Type: SFDR Job Address: 1370 BUENA VISTA WY Suite: Lot 0 Location APPLICANT SAM WRIGHT Owner: DEVINS FAMILY TRUST 09-27-97 Rem arks: Phone: 7603103935 Inspector: Total Time: Requested By: RICHARD CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Entered By: ROBIN wmment f Associated PCRs/CVs PCR04034 ISSUED DEVMS RES- REVISE MAIN ROOF &; UPPER FLR FRAMING PLAN InsDection History Date Description 08/12/2004 89 Final Combo 08/11/2004 89 Final Combo 07/08/2004 22 SewerNVater Service 07/08/2004 23 GasiTesffRepairs 06/16/2004 22 SewerNVater Service 06/16/2004 23 GasiTesffRepairs 05/25/2004 17 Interior Lath/Drywall 05/25/2004 18 Exterior LathlDrywall 05/25/2004 23 GasiTesVRepairs 05/18/2004 16 Insulation 05/14/2004 84 Rough Combo 05/10/2004 84 Rough Combo 05/07/2004 84 Rough Combo 03/31/2004 13 Shear PanelslHD's 03/24/2004 13 Shear PanelslHD's 03/23/2004 15 RooWReroof Act NR CA AP AP co AP AP AP co AP AP NR NS AP co AP lnsp Comments RB RB RB RB SEE NOTICE ATTACHED RB RB RB RB NEED MIN. lOLB TEST RB RB RB SEE NOTICE ATTACHED RB PY RB PY EMR - SEE NOTICE ATTACHED BUT NO PERMIT ON SITE TO SIGN SEE NOTICE @ D.W. INSP. SEE BACK OF JOB CARD FOR INSULATION BUT OK TO INSTALL SIDING - SEE NOTICE ATTCH. RB ., ,& City of Carlsbad Bldg Inspection Request For: 08/19/2004 Permit# CB031779 Inspector Assignment: RB Title: DEVINS RES DEMO 1110 SF-NEW B R E EZ WAY Description: 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,lO2 SF Type: RESDNTL Sub Type: SFDR Phone: 7603103935 Job Address: 1370 BUENA VISTA WY Suite: Lot 0 Location: Inspector: APPLICANT SAM WRIGHT Owner: DEVINS FAMILY TRUST 09-27-97 Remarks: Total Time: Requested By: RICHARD CD Description Entered By: ROBIN Act Comment 19 Final Structural &$&,L& f 29 Final Plumbing 39 Final Electrical 49 Final Mechanical I Associated PCRsKVs Inspection History Date Description Act lnsp Comments PCR04034 ISSUED DEVINS RES- REVISE MAIN ROOF &; UPPER FLR FRAMING PLAN 0811 212004 0811 112004 07/08/2004 07/08/2004 0611 612004 0611 612004 05/25/2004 05/25/2004 05/25/2004 05/18/2004 0511 412004 05/10/2004 05/07/2004 0313 1 I2004 03/24/2004 03/23/2004 89 Final Combo 89 Final Combo 22 Sewerwater Service 23 GasiTesVRepairs 22 Sewerwater Service 23 GasiTesVRepairs 17 Interior Lath/Drywall 18 Exterior LatWDrywall 23 GadTesVRepairs 16 Insulation 84 Rough Combo 84 Rough Combo 84 Rough Combo 13 Shear PanelsIHD's 13 Shear PanelsIHD's 15 RoofIReroof NR PY CA RB AP RB AP RB CO RB AP RB AP RB AP RB CO RB AP RB AP RB NR RB NS RB AP PY CO RB AP RB EMR - SEE NOTICE ATTACHED SEE NOTICE ATTACHED BUT NO PERMIT ON SITE TO SIGN NEED MIN. 10LB TEST SEE NOTICE @ D.W. INSP. SEE BACK OF JOB CARD FOR INSULATION SEE NOTICE ATTACHED BUT OK TO INSTALL SIDING - SEE NOTICE ATTCH. L . CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAY AVENUE FOR FURTHER INFORMATION, CONTACT PHONE @ BUlW OR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 08/1 a2004 Permit# CEO31779 Inspector Assignment: RB Title: DEVINS RES DEMO 11 10 SF-NEW BREEZWAY Description: 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,lOS SF Type: RESDNTL Sub Type: SFDR Job Address: 1370 BUENA VISTA WY Suite: Lot 0 Location: APPLICANT SAM WRIGHT Owner: DEVINS FAMILY TRUST 09-27-97 Remarks: Total Time: Phone: 7603103935 Inspector: Requested By: RICHARD Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical A 49 Final Mechanical c Associated PCRs/CVs /- PCR04034 ISSUED DEVINS RES- REVISE MAIN ROOF &; UPPER FLR FRAMING PLAN t J Date OW1 112004 ' 07/08/2004 * 07/08/2004 0611 612004 0611 612004 05/25/2004 05/25/2004 05/25/2004 0511 812004 0511 412004 0511 012004 05/07/2004 03/31/2004 03/24/2004 03/23/2004 0311 912004 Inspection Histow Description 89 Final Combo 22 SewerMlater Service 23 Gamest/ Repairs 22 SewerMlater Service 23 Gas/TesffRepairs 17 Interior LathIDrywall 18 Exterior LathIDrywall 23 GadTesifRepairs 16 Insulation 84 Rough Combo 84 Rough Combo 84 Rough Combo 13 Shear PaneldHD's 13 Shear PanelsIHD's 15 RooWReroof 13 Shear PaneldHD's Act lnsp Comments CA RB AP RB AP RB CO RB SEE NOTICE ATTACHED AP RB BUT NO PERMIT ON SITE TO SIGN AP RB AP RB CO RB NEED MIN. lOLB TEST AP RB SEE NOTICE @ D.W. INSP. AP RB SEE BACK OF JOB CARD FOR INSULATION NR RB SEE NOTICE ATTACHED NS RB AP PY CO RB BUT OK TO INSTALL SIDING - SEE NOTICE ATTCH. AP RB NR RB CITY OF CARLSBAD NOTICE (760) 602-2700 BUILDING DEPARTMENT 1635 FARADAV AVENUE PERMIT NO. c I’ FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? YES PHONE @ CODE ENFORCEMENT OFFICER c 1 I City of Carlsbad Bldg Inspection Request For: 06/16/2004 Permit# CB031779 Inspector Assignment: RB Title: DEVINS RES DEMO 11 10 SF-NEW BREEZWAY Description: 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,102 SF Type: RESDNTL Sub Type: SFDR Job Address: Location: 1370 BUENA VISTA WY Suite: Lot 0 APPLICANT SAM WRIGHT Owner: DEVINS FAMILY TRUST 09-27-97 Phone: 7603103935 Inspector: Remarks: Total Time: Requested By: RICHARD CD Description Act Comment Entered By: ROBIN 22 SewerMlater Service CO qr) reww SS& &&/Le 23 Gas/Test/Repairs flf Led /v&R4 Associated PCRsKVs InsDection History Date Description Act lnsp Comments PCR04034 ISSUED DEVINS RES- REVISE MAIN ROOF &; UPPER FLR FRAMING PLAN 05/25/2004 05/25/2004 05/25/2004 0511 812004 0511 412004 0511 0/2004 05/07/2004 03/31/2004 03/24/2004 03/23/2004 0311 912004 0311 912004 01/22/2004 12/26/2003 12/24/2003 12/24/2003 12/10/2003 12/09/2003 12/04/2003 12/04/2003 17 Interior LathIDrywall 18 Exterior Lath/Drywall 23 Gamest/ Repairs 16 Insulation 84 Rough Combo 84 Rough Combo 84 RoughCombo 13 Shear PanelslHD's 13 Shear PanelslHD's 15 RooWReroof 13 Shear PanelsIHDs 15 RoofIReroof 11 FtgIFoundationlPiers 12 SteeVBond Beam 1 1 Ftg/Foundation/Piers 12 SteelIBond Beam 11 Ftg/Foundation/Piers 11 FtgIFoundationlPiers 11 FtgIFoundationlPiers 21 Underground/Under Floor AP RB AP RB CO RB AP RB AP RB NR RB NS RB AP PY CO RB AP RB NR RB CO RB AP RB AP PY PA PY wc PY PA RB CO RB NR RB AP RB NEED MIN. l0LB TEST SEE NOTICE @ D.W. INSP. SEE BACK OF JOB CARD FOR INSULATION SEE NOTICE ATTACHED BUT OK TO INSTALL SIDING - SEE NOTICE ATTCH. BUT OK TO PAPER EXCEPT CONV. FRAME ROOF ON PIER FTGS FOR PORCHES SLAB ON GRADE. OKAY TO POUR NEED SOILS REPORT PERIMETER & INTERIOR FTGS ONLY OK STOP-TOO MUCH MISSING VERIFY SET BACKS N CITY OF CARLSBAD BUILDING DEPARTMENT OTICE (760) 602-2700 1635 FARADAY AVENUE DATE 6- /6< 09 TIME LOCATION /3 7/3 I L PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? [? YES PHONE @ CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 05/18/2004 Permit# CB031779 Inspector Assignment: RB Title: DEVINS RES DEMO 11 10 SF-NEW BREEZWAY Description: 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,lOS SF Type: RESDNTL Sub Type: SFDR Job Address: 1370 BUENA VISTA WY Suite: . Lot 0 Location: ' ., APPLICANT SAM WRIGHT Owner: DEVINS FAMILY TRUST 09-27-97 Remarks: Phone: 7603103935 Inspector: Total Time: Requested By: RICHARD CD Description 16 Insulation Entered By: CHRISTINE Act Comment Associated PCRs/CVs Inspection Historv Date Description Act lnsp Comments PCR04034 ISSUED DEVINS RES- REVISE MAIN ROOF &; UPPER FLR FRAMING PLAN 0511 412004 0511 0/2004 05/07/2004 03/31 /2004 03/24/2004 03/23/2004 OW1 912004 OW1 9/2004 01/22/2004 12/26/2003 12/24/2003 12/24/2003 la1 012003 12/09/2003 12/04/2003 12/04/2003 12/0312003 1 111 912003 84 Rough Combo 84 Rough Combo 84 Rough Combo 13 Shear PaneldHD's 13 Shear PaneldHD's 15 RoofIReroof 13 Shear PaneldHD's 15 RoofIReroof 11 FtgIFoundatiodPiers 12 SteeUBond Beam 11 FtgJFoundatiodPiers 12 SteeUBond Beam 1 1 FtgJFoundatiodPiers 1 1 FtgIFoundatiodPiers 11 FtgFoundatiodPiers 21 UndergroundlUnder Floor 11 FtgIFoundatiodPiers 32 Const. ServiceIAgricultural AP RB NR RB NS RB AP PY CO RB AP RB NR RB CO RB AP RB AP PY PA PY wc PY PA RB CO RB NR RB AP RB CA RB AP RB SEE BACK OF JOB CARD FOR INSULATION SEE NOTICE ATTACHED BUT OK TO INSTALL SIDING - SEE NOTICE ATTCH. BUT OK TO PAPER EXCEPT CONV. FRAME ROOF ON PIER FTGS FOR PORCHES SLAB ON GRADE. OKAY TO POUR NEED SOILS REPORT PERIMETER & INTERIOR FTGS ONLY OK STOP-TOO MUCH MISSING VERIFY SET BACKS ? 1 - N CITY OF CARLSBAD BUILDING DEPARTMENT OTlCE (760) 602-2700 1635 FARADAY AVENUE DATE c - ffp - *OF TIME LOCATION 1370 @y/) &:c 6 I PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? YES PHONE FOR FURTHER INFOR @ BUILDING INSPEC- CODE ENFORCEMENT OFFICER f City of Carlsbad Bldg Inspection Request For: 05/14/2004 n---:&u nc.ncL4-9- I --I-- *-.. ne-: I. CIn reiiiiitw beru5 I I /Y insper;ior nssiyrimeni; nti Title: DEVINS RES DEMO 11 10 SF-NEW BREEZWAY Description: 3975 SF,945 GAR,540 SF DECK,510 SF PORCH,102 SF I ype. Mt3UN I L Job Address: Location: :kW@ BUENA VISTA WY Suite: Lot 0 APPLICANT SAM WRIGHT Owner: DEVINS FAMILY TRUST 09-27-97 n----te-. nei I iai KS. Total Time: Phone: 7603103935 Inspector: Requested By: DICK Entered By: CHRISTINE CD Descrbtion Act Comment I 34 Rough Electric I I 44 Rough/Ducts/Dampers Associated PCRs/CVs Inspection History Date Description Act lnsp Comments PCR04034 ISSUED DEVINS RES- REVISE MAIN ROOF &; UPPER FLR FRAMING PLAN 0511 012004 84 05/07/2004 84 03/31/2004 13 03/24/2004 13 03/23/2004 15 0311 912004 13 0311 912004 15 01/22/2004 11 12/26/2003 12 12/24/2003 11 12/24/2003 12 12/10/2003 11 12/09/2003 11 12/04/2003 11 12/04/2003 21 12/03/2003 11 Rough Combo Rough Combo Shear PanelsIHDs Shear PanelsIHD's Roo fIReroof Shear PanelsIHD's RoofIRercmf FtgIFoundatiodPiers SteelIBond Beam FtgIFoundatiodPiers SteelIBond Beam FtgIFoundatiodPiers FtgIFoundatiodPiers FtgIFoundatiodPiers UndergroundIUnder Floor FtgIFoundatiodPiers NR NS AP co AP NR co AP AP PA wc PA co NR AP CA RB RB PY RB RB RB RB RB PY PY PY RB RB RB RB RB SEE NOTICE ATFACHED BUT OK TO INSTALL SIDING - SEE NOTICE ATFCH. BUT OK TO PAPER EXCEPT CONV. FRAME ROOF ON PIER FTGS FOR PORCHES SLAB ON GRADE. OKAY TO POUR NEED SOILS REPORT PERIMETER & INTERIOR FTGS ONLY OK STOP-TOO MUCH MISSING VERIFY SET BACKS January 2 1,2004 Prqlwt No. 03- 1 1 OGE3( C) In accoi-dance with yotit rcqwt, we have obscrvrzd the isohted footing excavation for the propos~d porch and patio thc subjwi site. The footings habc been excsvatcd to the proper depth and \.t.idth into competent bedrock matcrials. Foundat ion excavations. soil expmsion characteristics and soil bearing capacity are in ;icccmhce with the rcfercnccd soils reports and the approved buildins pl LiIlS . Mwe can bz of furtflcr assistance, please cio not hesitate to contact our office, \a\ /+i I.. "Found:ition Excavation Observation, Proposcd Two-Stuly. Singlc-Family Residence, 1370 Rusria Vim Li'q.. City of Carlsbnd, California", Project En. 03-1 106E4(B), Prrparcd Ry East Cotiritj Soil Consultation and Engineering, fnc., Dated November 25, 2003. 2 "Addendum IO I-irnited Site Invcstigation, Proposed Two-Story, Single-Family Residence, 1.370 B~isria Visia Way, City of Cdsbad, California", Project No. 03- ! I 'J6E-l(A)'3 Preparcd B! East Count) Soi! Consultation and Enginccring, lnc., Dated St. 7 her 2. 200.3 2. --Limited S~V lritexigarion, Proposcd Two-Story, Single-Family Residence, I370 Buena Vista Way, Cky of Carlsbad, Cdifornin", Project No. 03-1 106E4, Prepared By East CouiiLy Soil C'onsultation and Engineering, Tnc., Dated July 1 E;, 2003. f i t t i i I i ; f I t f i t P i $ 03- in-4 .. , b I t SPECIAL INSPECTION REPORT I Project: \b c I Address: \37@ T,L)pa* (1 1 S5 I City: a-\3h& I I. Permit Number: I 7 -3- I - Plan File Number: TYPE OF OBSERVATIONS: Reinforcin Steel __ Reinforced Concrete Structural Masonry Field Welding Epoxy Prestressed Concrete Shop Welding Bolting Fireproofing Number of Samples Type __ 2 Y 1 LANS AM) SPECIFICAr IONS UNLESS OTHERWISE NOTED TIMEIN. TIMEOUT. Inspector (Print) Certification # General Contractor LUPL r/ Address %y~ /TI sie.ccr4> City / A c/POLf / Phone 7( 913 1 - 7 Ib /i -y<- (55 /------ WILLIAM E. BILLINGS LAND SURVEYOR P.O. BOX 4231, CARLSBAD, CA 92018-4231 (760) 434-6442 8 DECEMBER, 2003 BUILDING DEPARTMENT CITY OF CARLSBAD 1635 FARADAY AVENUE CAIUSBAD, CA 92008 RE: SETBACK CERTIFICATION FOR HOUSE AT 1370 BUE" VISTA WAY. PORTION OF TRACT 5 OF LAGUNA MESA TRACTS, MAP NO. 1719, FILED JUNE 20,1921 (A€" 156-120-180). ON DECEMBER 8,2003, I CHECKED THE FOUNDATION FORMS FOR SETBACK COMPLIANCE. FROM CE"E CONTROL FROM M0"TS FOUND ON PARCEL MAP NO. 17159, I FOUND "HE FORMS MEET OR EXCEED THE MINIMUM SETBACKS SHOWN ON THE APPROVED PLANS CB03-1779, DATED OCTOBER 2,2003. WTLLIAM E. BILLINGS, LS NO. 333d 'Edward W. Marshall, P.E. C38462 606 3rd AVE APT 426 San Diego, CA 92101-6842 619 235 0485/800 337 7083 Licensed by the Board for Professional Engineers and Land Surveyors 11:24 25Nov2003 Richard Koehler Koehler Builders 408 E. 5th AVE Escondido CA 92025-4311 RE: Construction options, Devins residence, 1370 Buena Vista Way, Carlsbad Dear Mr. Koehler, You have requested my approval for the following construction options for the above project: Construct the foundation and slab in separate phases, similar to detail 7, sheet S5, instead of a monolithic placement as indicated in detail 1, sheet S5. 0 Place the foundation concrete over the period of several days. Termination of each day's concrete placement would occur at a formed, vertical construction joint incorporating a 2x4 key and continuous horizontal rebars. Forming lumber shall be removed and concrete properly cleaned by wire brushing or water jetting or both prior to placing new concrete. 0 Elimination of slab height change between the garage and residence to facilitate future wheelchair access. Eliminate the non-bearing footing at the back wall of the pantry and mudroom. All of these options are acceptable. Please contact me at 800 337 7083 if you have any questions regarding the above. Edward W. Marshall, P.E. 1 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC 10925 HARTLEY ROAD SUITE “I” SANTEE CALIFORNIA 92071 Fax 619 258-7902 619 258-7901 Joe & Liz Devins 68 18 Corte Diego Carlsbad, California 92009 November 25,2003 Project No. 03-1 106E4(B) Subject: Foundation Excavation Observation Proposed Two-Story, Single-Family Residence 1370 Buena Vista Way City of Carlsbad, California References: See Attached Dear Mr. & Mrs. Devins: In accordance with your request, we have observed the foundation excavation for the proposed single-family residence located at 1370 Buena Vista Way, in the City of Carlsbad, California. The footings have been excavated to the proper depth and width into competent bedrock materials. Topsoil and colluvium under the footings were removed and replaced with 3- sack cement slurry. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced soils reports and the approved building plans. If we can be of further assistance, please do not hesitate to contact our office. EXP. b2- 3t 0s Mamadou S% RCE 54071 MSDhd DEVINS PROJECT NO. 03-1 106E4(B) REFERENCES 1. “Addendum to Limited Site Investigation, Proposed Two-Story, Single-Family Residence, 1370 Buena Vista Way, City of Carlsbad, California”, Project No. 03- 1106E4(A)’, Prepared By East County Soil Consultation and Engineering, Inc., Dated September 2,2003. 2. “Limited Site Investigation, Proposed Two-Story, Single-Family Residence, 1370 Buena Vista Way, City of Carlsbad, California”, Project No. 03-1106E4, Prepared By East County Soil Consultation and Engineering, Inc., Dated July 16,2003. 2 . ,- Address k VlSm c-m wt Owner Phone Contractor LkZ Phone .- SAN DIEGO (COUNTY) AREA CIRCUIT CARD AND LOAD SUMMARY (1996 NEC) DEPARTMENT OF PLANNING AND LAND USE - BUILDING DIVISION : THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Permit Number Census Tract Number Area in Sq. R. 4-23 LOCATION Branch circuits B) Type: CU 0 AL County of San Diego Department of Planning And Land Vae SINGLE FAMILY DWELLING b, ELECTRICAL SERVICE LOAD CALCULATION ** OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used -.-. . 1. GENERAL LIGHTING LOADS Dwelling sq. ft. x 3 VA = keo0 VA Small appliance loads - 220-16(a) 1500 VA x 3 circiiits = ..- VA Laundry load - 220-16(b) 1500 VA x \ circuits = E2x2 ve General Lighting Total 6SVA \ 2. COOKING EQUfPMENT LOADS - Nameplate Value Range Cooktop Oven(s) / VA= I_-- 6 VA & VA 2?2QQ- VA Cooking Equipment Total VA -$-$: 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer I VA= Dryer Total 6-O VA 4, FIXER APPLIANCE COADS 23&30(b3) Dishwasher = \ Disposal = compactor = Water Heater = c6 Hydromassage Bathtub = 6 Microwave Oven = Built-in Vacuum = 1 -izEGL VA Fixed Appliance Total 3303 VA 5. OPTIONAL SUBTOTAL (Add all of the above totals)' 3Bb WA d I_ -I_.- 6. APPLYING DEMAND FACTORS - TABLE 220-30 First 10,000 VA x 100% = 10,000 VA Optional Subtotal (from line 5) 1. Remaining=- VA x 40% = VA 7. HEATING OR AC LOAD - TABLE 220-30 Larger of the Heating or AC Load = kc 2<= 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = 4352,oVA 9. MINIMUM SERVICE SIZE = -1 Loads Total 3: olt \bL Ampere (Please put total on front of card under Computed Load) SPECIAL INSPECTION REPORT Project : fifls ises * Address: \ 37 T3L\PA.CA (-1 ,b\L- City: Ash> Plan File Number: TYPE OF OBSERVATIONS: Epoxy Prestressed Concrete ~ Shop Welding Bolting ___ Fireproofing ___ Reinforcin 1 Steel __ Reinforced Concrete Structural Masonry __ Field Welding __ Number of Samples: Type: / REPORT .) Y TIME IN: 1: &>@ TIMEOUT: s:@B LANS AMI SPECIFICATIONS UNLESS OTHERWISE NOTED Inspector (Print) Certification ## General Contractor: ~b eh\ Address: qm 5kG,/+ Phone: 71 - D Ci<x city. - g2m3 iBn /fJ ol&az-s' 6; rized Job Site Contact Signature 7 EsGil Corporation In Partnersfiip with Government for Suiliing safety DATE: October 1, 2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 031779 Rev 1 PROJECT ADDRESS: 1370 Buena Vista Way PROJECT NAME: SFD for Joe & Liz Devins w 0 0 0 o 0 w 0 0 0 0 FILE SET: I1 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 fotward to the applicant contact person. The applicant‘s copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: REMARKS: Mail Telephone Fax In Person By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ PC 9/22/03 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . J EsGil Corporation - In partnership with Governmentfor SuiGfiing .%zfety DATE: September 13,2003 JURISDICTION: Carlsbad PLAN CHECK NO.: 031779 Rev 1 PROJECT ADDRESS: 1370 Buena Vista Way PROJECT NAME: SFD for Joe & Liz Devins 0 FILE SET: 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: Sam Wright 291 1 State St., Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sam Wright Date contacted: / 1-5 (03 (by: (Ax) Fax #: -7634 REMARKS: Telephone #: 7601720-7631 Mail ”Telephone Fax/ In Person By: Abe Doliente Enclosures: Esgil Corporation 0 GA MB 0 EJ 0 PC 9/5/03 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 I Carlsbad 031779 Rev 1 September 13, 2003 GENERAL PLAN CORRECTION LIST J U RIS DI CTI ON : Carlsbad PLAN CHECK NO.: 031779 Rev 1 PROJECT ADDRESS: 1370 Buena Vista Way DATE PLAN RECEIVED BY E S G I L C 0 RPO RAT1 0 N : 9/5/03 REVIEWED BY: Abe Doliente DATE REVIEW COMPLETED: September 13, 2003 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the UniformBuilding Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 0 Please make all corrections on the original tracings and submit two new complete sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. 0 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. 0 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? 0 Yes 0 No Carlsbad 031779 Rev 1 September 13,2003 1. Plans must be signed by the person responsible for their preparation. 2. Details 1 , 3,4, 6, 7, 8 on sheet S5 and detail 2 on sheet 7 are not clear. The depth of the footings shown as 3’-0” (these are required by the soil report) and there is also a depth 18” min. shown. There seems to be a conflict here. The addendum to the soil report states that “In lieu of the 3-fOOt over excavation and re-compaction of the building pad, the foundations may be extended to the dense sandstone of the Terrace Deposit Formation located approximately 3 feet below existing grade.” There is no mention of 18” dim ens ion. Please clarify . 3. This is a reminder to the Building Inspector: The foundation excavations should be observed by a representative of the soil engineering company to veriv the proper width and depth into competent bearing soils. 4. 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 Abe Doliente at Esgil Corporation. Thank you. Carlsbad 031779 Rev 1 September 13,2003 ,VALUATION AND PLAN CHECK FEE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code J U RI SDl CTl ON : Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 1370 Buena Vista Wag cb By Ordinance PLAN CHECK NO.: 031779 Rev 1 DATE: September 13,2003 BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N Bldg. Permit Fee by Ordinance A ~____~___ ~ ~ - -. .. Plan Check Fee by Ordinance 3 .. .... ~ ~- - Type of Review: 0 Complete Review 0 Structural Only 0 Repetitive Fee --;I Repeats 0 Other Hourly I 11 Hour* Esgil Plan Review Fee I 1 I $120.001 I $96.00 I Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc EsGil Corporation In Partnersfiip with Government for Building Safety DATE: August 12,2003 J U Rl SDl CTION: Carlsbad PLAN CHECK NO.: 031779 PROJECT ADDRESS: 1370 Bueaa Vista Way PROJECT NAME: SFD for Joe & Liz Devins w 0 0 0 0 0 IXI 0 R MEVI EW ER 0 FILE SET: I1 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: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Telephone Fax In Person REMARKS: All sheets of the plans must be signed by the person responsible for their preparation. Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnersfiip wid S;overnment for Ouilding Safety DATE: July 14, 2003 J U Rl SDl CTl ON : Carlsbad PLAN CHECK NO.: 031779 SET: I PROJECT ADDRESS: 1370 Buena Vista Way PROJECT NAME: SFD for Joe & Liz Devins 0 APPLICANT l2Gxis - n PLAN REVIEWER a FILE u The plans transmitted herewith have been corrected where necessary and substantially comply [7 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list with the jurisdiction’s building codes. 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. 0 The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. w The applicant’s copy of the check list has been sent to: Sam Wright 291 I State St, Carlsbad, CA 92008 c] Esgil Corporation staff did not advise the applicant that the plan check has been completed. w Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sam Wright Date contacted: (by: 1 Fax #: -7634 Telephone #: 760/720-7631 Mail Telephone Fax In Person 0 REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 7/3/03 tmsrntl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 (858) 560-1468 + Fax (858) 560-1576 Carlsbad 03 1779 July 14, 2003 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 031779 JURISDICTION : Carlsbad PROJECT ADDRESS: 1370 Buena Vista Way FLOOR AREA: SFD - 3,975 SF - STORIES: 2 Garage - 945 SF; Porch - 510 SF Balcony - 102 SF; Deck - 540 SF REMARKS: DATE PLANS RECEIVED BY J U RI SDI CTI ON: DATE INITIAL PLAN REVIEW PLAN REVIEWER: Abe Doliente COMPLETED: July 14,2003 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/3/03 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, Le., plan sheet number, specification section, etc. Be sure to enclose the marked UP list when you submit the revised plans. Carlsbad 03 1779 July 14, 2003 0 Please make all corrections on the original tracings; as requested in the correction list. Submit 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 calculationslreports directly to the City of Carlsbad Building Department, 7635 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. 1. Plans, specifications and calculations shall be signed and sealed by the , California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Spec8y expiration date of license. (California Business and Professions Code). 2. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: “Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official.” 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. Window X must comply. 0 FOUNDATION REQUIREMENTS 5. The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: Page 4 of the soil report requires that exterior footings shall extend a minimum of 30 inches into the native soils. Reinforcements shall consist of four # 5 steel bars; two placed near the top of the footings and the other two bars placed near the bottom of the footings. Please revise the foundation plans and the details on sheet S5 of the plans. Carlsbad 03 1779 July 14, 2003 6. 7. 8. 9. IO. 11. 12. 13. 14. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. 0 FRAMING Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. .. b) The design load. c) The spacing of the trusses." Complete the lateral analysis. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic and detail 30" x 30" clearance through truss webs. In open beam construction, provide strap ties across the beams at the ridge support. Section 2303.8. 0 MECHANICAL (UNIFORM MECHANICAL CODE) Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model namelnumber. c) d) e) ICBO approval number, or equal. Show height of chimney above roof per I.C.B.O. approval or UBC Table Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 31 02.3.8. 31-6. Note on plan: Gas vents and noncombustible piping in walls, passing through three floors or less, shall be effectively draft stopped at each floor or ceiling. UBC, Section 71 1.3. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with (two) 90' elbows. UMC Section 504.2.2. Carlsbad 03 1779 July 14, 2003 0 ELECTRICAL (NATIONAL ELECTRICAL CODE) 15. 16. 17. 18. 19. 20. 21. 22. 23. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. NEC Art. 210-52 (e). This receptacle must be GFCl protected. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that “Bedroom branch circuits will be arc fault circuit protected.” NEC Art. 210-12(b). 0 PLUMBING (UNIFORM PLUMBING CODE) Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. In Seismic Zones 3 and 4, show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5 Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 420.0. New water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established by the American National Standards Institute Standard A1 12.19.2. H & S Code, Section 17921.3(b). 0 ENERGY CONSERVATION The regulations require a properly completed and properly signed Form CF-1 R to be either imprinted 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 of the approved energy design. The documentation author must sign the imprinted CF-I R form. 0 MISCELLANEOUS Complete and recheck the call-outs and cross references to the details. 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. Carlsbad 03 1779 July 14, 2003 24. 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. 0 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No 0 25. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 921 23; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. .. Carlsbad 03 1779 July 14, 2003 c Dwelling 3975 82.00 325,950 Garage 945 23.00 21,735 Porch 51 0 7.25 3.698 VALUATION AND PLAN CHECK FEE J URl SDl CTl ON: Carlsbad PLAN CHECK NO.: 031779 PREPARED BY: Abe Doliente BUILDING ADDRESS: 1370 Buena Vista Way DATE: July 14, 2003 Breezeway Decks 102 12.00 1,224 540 12.00 6,480 I I I I I I -1 Air Conditioning Fire Sprinklers I I I I I TOTALVALUE I 359,087 I I I I I $1.347.361 _______.._____ Plan Check Fee by Ordinance -7 Type of Review: Complete Review c] Structural Only 0 Repetitive Fee i--;1 Repeats 0 Other - Hourly -1 Hour * Esgii Pian Review Fee 0 $875.78 I I $754.52 I Comments: Sheet 1 of I macvalue.doc BUILDING PLANCHECK CHECKLIST BUILDING hDDkESS: - PROJECT DESCRIPTION: ASSESSORS PARCEL NUMBER: - ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-way permit is required prior to construction of the following improvements: DENIAL report of deficiencies necessary corrections to plans or spe for compliance with applicable corrected plans and/or specifications to this office for review. Date: Date: Date: I(eiz27- on Application ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Right-of-way Permit Application -- -I__-___. Recordation: Right-of-way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Carlsbad Tract: A4 1 Rev. 711- c BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. NorthArrow F. Right-of-way Width & Adjacent Streets B. Existing & Proposed Structures Driveway widths Existing or proposed water service '(I Existing or proposed sewer lateral .my @ @ Existing Street Improvements 6 Property Lines Easements J. Existing or proposed irrigation service 2. Show on site plan: rainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " Existing & Proposed Slopes and Topography - Size, type, location, alignment of existing or prop sed sewer and water serviW-31 (s) that serves the project. Each unit requires a separate service, however, 5.A c3 second dwelling units and apartment complexes are an exception. u6L< c---3 Sewer and water laterals should not be located within proposed driveways per XK{@ t%aV ,+L! %)d- e led '*& b P c/ standards. Gw&-Q.J cRa3rGhEhe%$ 0 0 3. Include on title sheet: A. B. C. Site address Assessor's Parcel Number Legal Description For commercialhndustrial 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 BUILDING PLANCHECK CHECKLIST 2ND 0 on 3"' DISCRETIONARY APPROVAL COMPLIANCE 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No. 0 4b. All conditions are in compliance. Date: 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 $15.000, pursuant to Carlsbad Municipal Code Section 18.40.030. %Dedication required as follows: 1 0 ' PROVEMENT REQUIREMENTS 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@) 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: = 0 0" 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 $75.000, 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 thrQclgk-a~ateplarr-- - check process. The completed application form and the requirements on the BUILDING PLANCHECK CHECKLIST ist must be submitted in person. Applications by mail or fax are not ed. Improvement plans must be approved, appropriate securities posted ior to issuance of building permit. ns signed by: Date: ruction of the public improvements may be deferred pursuant to Carlsbad unicipal Code Section 18.40. Please submit a recent property title report or processing fee of $310 so we may nt Agreement. This agreement must be prior to issuance of a Building permit. current grant Future public improvements required as follows: 0 0 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaqed or defective improvements found adiacent to buildinq site must be repaired to the satisfaction of the Citv Inspector prior to occupancy. ,3 GRADING PERMIT REQUIREMENTS conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading 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 Gradins Permit must be issued and rouah aradinq approval obtained prior to issuance of a Buildins Permit. requirements. Include accurate grading quantities (cut, fill import, export). 0 * Grading Inspector sign off by: Date: --.-.--a- __ -a- - - 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 000 000 0 7d .No Grading Permit required. 7e. If grading is not required, write “No Grading” on plot plan. MISCELLANEOUS PERMITS 8. 9. 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 Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: IO. NPDES PERMIT Complies with the City’s requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs firs 11. La/ equired fees are attached 0 No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner.€o~~~et...used. _- 0 All single family dwelling units received “standard” I” service with 5/8” service. 5 Rw. llluoo , BUILDING PLANCHECK CHECKLIST qST 2ND 3RD If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2 service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on 'case by case basis to limit multiple trenching into the street). 0 ' 0 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 P these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W. The irrigation service should look like: STA 1 +00 Install 2 service and 1.5: meter (estimated I00 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head)---. . -. Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water BUILDING PLANCHECK CHECKLIST IST 2ND 3RD 0 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. 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. c ' I .> ** ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: / '3 -b 7 0 he- aTk- '%$Permit No. 031 7 Prepared by: 5 Date: /;/{/e Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SW? Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: I FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO 0 1. PARK-IN-LIEU FEE PARK AREA & #: FEEIUNIT: X 0 2. TRAFFIC IMPACT FEE ADTsIUNITS: 0 3. BRIDGE AND THOROUGHFARE FEE ADTsIUNITS: 0 4. FACILITIES MANAGEMENT FEE U N I TISQ. FT. : 0 5.SEWERFEE EDU's: BENEFIT AREA: EDU's: 0 6. SEWER LATERAL ($2.5001 NO. UNITS: =$ X FEEIADT: =$ (DIST. #1 DIST. #2 DIST.#3 ) X FEE/ADT: =$ ZONE: X FEEISQ.FT.IUNIT: =$ X FEEIEDU: =$ X FEEIEDU: =$ 0 8. POTABLE WATER FEES IRRIGATION UNITS CODE CONNECTION FEE METER FEE SDCWA FEE I of2 F:\FEE CALCULATION WORKSHEET.doc RW. 7114KKl ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*: $ SNOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 20f2 FSEE CALCULATION WORKSHEETAOC Rev. 7H4/00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST \ Plan Check No. CBiB 17 7 4 Address1370 @uEfl,~ 'Vl=S#A LI Planner Chris Sexton Phone J760) 602-4624 *, APN:&&r ' tC'r Type of Proje%Use: sf Net Project Density: 3. 2 DU/AC Zonina: R-1 General Plan: R LM Facilities Management Zone: / CFD (idout) #-Date of participation: Remaining net dev acres: (For non-residential development: Type of land used created by this permit: 1 Circle One Leaend: Environmental Review Required: DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAURESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: (XI Item Complete 0 Item Incomplete - Needs your action YES - NO r/ TYPE YES - NO Coastal Zone AssessmenWCompliance Project site located in Coastal Zone? YES- NOLL YES- NO- If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 921 08-4402; (61 9) 767-2370 Determine status (Coastal Permit Required or Exemptk If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: CA Coastal Commission Authority? Coastal Permit Determination Form already completed? YES- NO- Fnllow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ?dNO- (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YM, Enter Fee, UPDATE!) YES JNO - Slte Plan: H:\ADMIMCOUNTER\BMgPnchkRevChklst Rev 9/01 II A 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property llines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor‘s parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO 2. Project complies YES J NO Zoning: 1. Setbacks: Front: Required %(? ‘ Shown *; Interior Side: Required I[> Shown Street Side: Required Shown Top of slope: Required Shown Rear: Required 30’ Shown I do0 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required f%o 3. Lot Coverage: Required ‘ oyc Shown 4 0 70 Shown <~3(->’ I 4. Height: Required ‘m 5. Parking: Spaces Required 2 Shown & Residential Guest S (breakdown by uses for commercial and industrial projects required) cliz/co OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER de;&& DATE* H:\ADMIMCOUNTER\BMgPlnchkRevChklst -1,. - P Edward W. Marshall, P.E. C38462 Big Bear City, CA 9231490% 909 584 1190/800 337 7083 , 2044WildhorseLane Licensed by the Board for Professional Engineers and Land Surveyors UBC 16-1 2: 0.4 UBC 16-K Iw : 1 UBC 16-S Na: 1.0 Steel tube F.,: 46bi 20:08 2OJun2003 UBC16-J Soil: S,j UBC 16-K I,, : 1 UBC 16-P R: 2.2 UBC16-Q Ca: 0.44Na UBC 16T N,: 1.08 UBC 161 Wand: 70mph bf heload mL: 16mf UBC 1614 ISROW) s: ODSf STRUCTURAL CALCULATIONS Client: M/M Devins Project: New singlefamily dwelling Address: 1370 Buena Vista Way, Carlsbad, CA (Thoma8 Guide page 1106, grid E4) 1 Preamble 1.1 Code References 1. UBC sections 1612, 1615, 1620, 1626, 1629.8.2, 1630.1.1, 1630.2.3.1, 1630.5, 2206 2. AISC “Manual of Steel Construction, Load & Resistance Factor Design”, Second Edition 3. AF&PA/AWC “LRFD Manual for Engineered Wood Construction” 1996 Edition 4. NBS “Handbook of Mathematical Functions” 1972, Tenth Printing 1.2 Pre-defined Variables Reference Variable Value I Reference Variable Value I Reference Variable Value UBC 16-F Q~: 16.4 I UBC 16G C,: 1.06 I UBC16-H C,, : 1.3 1.3 Introduction These calculations were prepared using standard tools such as common electronic calculator, slide rule and math tables. All variables and partial values sufEcient to provide rapid review by competent professionals are shown. The results are typed up using the Wl&X plain text processor for professional typesetting of the formulas and tables. If you have any questions or comments or both I would appreciate hearing from you. My toll-free phone number is 800 337 7083. Thank you for your time. 1.4 Design Assumptions 1. Load & Mice Mor Design 2. Projected area wind force method 3. Nearest known fault: Rose Canyon, type ”B”, 8 km, ICBO map page 0-36 4. 70 mph wind, exposure “C” 5. Asphalt composition shingle roof, 12 psf w/future reroof 1.5 AISC reference beam formulas 1. Fornula 01 - Simply supported, uniformly distributed load 2. Formula 07 - Simply supported, point load at center 3. Formula 22 - Fixed support at one end, cantilever at end with point load 1 c&y 777 C 1.6 Calculations Overview 1. Earthquake force calculation 2. Wind force calculation 3. Vertical design Load case. summary Beams & Rafters 2 Preliminary 2.1 EarthqualceNear-source factors Table 16-S-Near-Source Factor N, SeismicSourceType 5 2km 5km 1Okm 15km A 1.5 1.2 1.0 1.0 B 1.3 1.0 1.0 1.0 C 1 .o 1.0 1.0 1 .o Table 16T-Near-Source Factor N, Seismic Source Type 5 2 km 5 km 10 km 15 km A 2.0 1.6 1.2 1.0 B 1.6 1.2 1.0 1.0 C 1.0 1.0 1.0 1.0 Rose Canyon Fault, type "B", 8 km, ICBO map page 0-36, Na = 1.0, N,, = 1.08 2.2 EarthquakeSimplified Design Base shear W + V, = 0.24W 3.w, (3.0) (0.44) v, := - w --i v, := R 5.6 2.3 Resisting Vertical Loads Description Typical PI, P4 P5 P17 PI9 P24 $1, P32 2.4 Wind s1 0 0 0 0 0 0 0 - Wall 75 75 75 75 75 75 75 CW/Wd D D+S 105 105 165 165 195 195 270 270 210 210 210 210 225 225 Reduced D67% D+~sO% 70 95 111 149 131 176 181 243 141 189 141 189 151 203 (30 - 11) C, = 1.06; C, = 1.3; qs = 12.6psf; I, = 1 P = CeCqqsIw = 17.4 psf 2 t 2.5 Footings Allowable Wig Footing Table - 1,OOO psf Size, inches 24 x 24 30 x 30 36 x 36 42 x 42 48x48 54 x 54 60 x 60 66 x 66 72 x 72 Increase 20% 30% 40% 50% 60% 70% 80% 90% 100% Area 4.0 6.25 9.0 12.25 16.0 20.25 25.0 30.25 36.0 2.6 Load cases Bearing 4,800 1b.s 8,125 1b.s 12,600 1b.s 18,375 1b.s 25,600 1b.s 34,425 1b.s 45,000 1b.s 57,475 1b.s 72,OOO 1b.s c.!= # LCOl LO2 LC03 LC04 LC05 LC06 LC07 LC08 Description 1.2D + 1.6L Roof + ceiling 1.2D + 1.6L Floor + ceiling (57%) 1.2D + 1.6L + O.5Lr Floor + Roof + ceiling x 2 L Floor live load 1.2D + 1.6L View deck 60 psf + ceiling + dead(579’0) L Deck live load L Roof live load 1.2D + 1.6Lr Roof + ceiling w/ B3,B4 point load ESSUL Value 0.052 kipa1e.f. 0.084 kips/s.f. 0.110 kips/s.f. 0.040 kips/s.f. 0.122 kips/s.f. 0.060 kips/s.f. 0.016 kips/s.f. 0.186 kips/s.f. 3 Bending Members 3.1 R1 (Family room ) 2x12, DFL#2, Q 2.22ksi fb, 1300E, 1781,31.46S AISC Beam FormUla 01 L = loft, 8t,+b = 2 f t, LCOl : O.O52kips/s f, LC07 : O.O16kip~/~ f Moment: h#q,M’ 2 Mu -+ X&,Fis 2 12wL2/8 + A4bFbCFCrCiS 2 12(2 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.15)(31.46) 2 12(0.104)102/8 -+ 154.62 kip - in 2 15.6 kip. in] Shear: X4bV’ 2 Vu + 2/3(X4,EOA 2 Lw/2 -+ 2/3(%FUCi)A 2 L(2 x 0.052)/2 (0.8)(0.75)(0.24)(1)(16.88) 2 (10)(0.104)/2 -+ 11.62 kips 2 0.52 kips] Deflection: 5w@/384EI --+ At-l : 0.1011”(1/1187) : Alive :0.03112” (1/3857) 3.2 R2 (Porch, typical ) 2x6, DFL#2, @I 2.22ksi fb, 1300E, 20.81,7.56S AISC &am Formula 01 L = 6ft, St,+b = 2 f t, LcOl : O.O52kips/~ f, LC07 : O.O16kip~/af Moment: XbM’ 2 Mu + X4bF,’S 2 12wL2/8 + X#bFbCFCrCiS 2 12(2 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.3)(7.56) 1 12(0.104)62/8 -+ I 14.84 kip. in 2 5.616 kip - in 1 Shear: X&V‘ 2 Vu + 2/3(X&F:)A 2 Lw/~ + 2/3(X&FuCi)A 2 L(2 x 0.052)/2 (0.8)(0.75)(0.24)(1)(8.25) 2 (6)(0.104)/2 + 10.792 kips 2 0.312 kips I Deflection: 5w@/384EI -+ At&d : 0.1122”(1/642) : Alive :0.03451” (1/2087) 3.3 Hip1 (Porch, typical ) 2x8, DFL#2, @ 2.22ksi fb, 1300E, 47.631,13.14S LCOl : O.o52kips/s f, LCO? : O.O16kips/s f --$ X4bFbCFCrCiS 2 12(3 X 0.052)L2/8 123.8 kip. in 2 16.91 kip. in I 3 Shear: X&,V' 2 Vu -+ 2/3(X&F:)A 2 Lw/2 -+ 2/3(Aq5,,FuCi)A 2 L(3 x 0.052)/2 (0.8)(0.75)(0.24)(1)(10.88) 2 (8.5)(0.156)/2 + I 1.044 kips 2 0.663 kips1 Deflection: 5wp/384EI -+ Atotd : 0.2959"(1/345) : Alive :0.09105" (1/1121) 3.4 B1 (Garage, small door ) 4x12, DFL#2, Q 2.22ksi fb, 1300E, 415.31,73.83S AISC Beam Formula 01 L = llft, Stdb = llft, LCOl : O.O52kips/~f, LC07 : O.O16kips/sf Moment: X#bh!f' 2 Mu -+ Xc#)&S 2 12wL2/8 + X4bFbCFCrCiS 2 12(11 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.1)(73.83) 2 12(0.572)112/8 Shear: A&V' 2 Vu + 2/3(A&F:)A 2 Lw/~ -+ 2/3(X&F&i)A 2 L(11 x 0.052)/2 (0.8)(0.75)(0.24)(1)(39.38) 2 (11)(0.572)/2 -+ 13.78 kips 2 3.146 kips I Deflection: 5wt?/384EI -+ Atotal : 0.349"(1/379) : Alive :0.1074" (1/1230) -+ 1122.6 kip. in 2 103.8 kip - in1 3.5 B2 (Garage, large door ) 4x12, DFL#2, Q 2.22ksi fb, 1300E, 415.31,73.83S AISC Beam Formula 01 L = 16.5ft, Stdb = 5ft, LCOl : O.O52kip~/~f, LC07 : O.O16kip~/~f Moment: X&M' 2 Mu -+ Xf$bF$> 12wL2/8 -+ X&FbcFcrcis 2 12(5 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.1)(73.83) 2 12(0.26)16.52/8 -+ 1122.6 kip - in 2 106.2 kip. in I .. .. .. I J Shear: X&V' 2 Vu + 2/3(X&F:)A 2 Lw/~ + 2/3(X&FvCi)A 2 L(5 x 0.052)/2 (0.8)(0.75)(0.24)(1)(39.38) 2 (16.5)(0.26)/2 -+ 13.78 kips 2 2.145 kips I Deflection: 5wp/384EI -+ Atotal : 0.8032''(1/247) : Alive :0.2471" (1/802) 3.6 B3 (Master closet floor ) 5.125x16.5, GLB-24F-V4, Q G.llcsifb, 1600E, 19191,232.58 AISC Beam FOr~nula 01 L = lsft, Strib = 17ft, LC02 : O.Wkips/sf, LC04 : O.OQkips/sf Moment: X&,M' 2 Mu + &b&S 2 12wL2/8 + X&,Fbc&Cis 2: 12(17 X O.W)L2/8 (0.8)(0.85)(6.1)( 1)(232.5) 2 12(1.428)182/8 -+ 1964.4 kip - in 2 694 kip - in I Shear: Xq5,V' 2 Vu -+ 2/3(Xq5,Fi)A 2 Lw/2 -+ ~/~(X~!J,F,C,)A 2 L(17 x 0.084)/2 (0.8)(0.75)(0.545)(1)(84.56) 2 (18)(1.428)/2 -+ I 18.43 kips 2 12.85 kips Deflection: SUrp/384EI + Atotal : 1.099/'(1/197) : Alive :0.5231" (1/413) 3.7 B4 (Master deck floor ) 5.125x16.5, GLB-24F-V4, Q 6.lksifb, 1600E, 19191,232.5s msc Beam Formula 01 L = 21ft, Steb = sft, LC05 : O.l22kips/sf, Lc06 : O.OGkips/s f Moment: X&,M' 2 Mu -+ X&,F$ 2 12wL2/8 -+ X4bFbc&cis 2 12(5 X 0.122)L2/8 (0.8)(0.85)(6.1)(1)(232.5) 2 12(O.6l)2l2/8 + Shear: X&,V' 2 Vu -+ 2/3(X&Fi)A 2 Lw/2 + 2/3(Xc,buFuCi)A 2 L(5 x 0.122)/2 (0.8)(0.75)(0.545)(1)(84.56) 2 (21)(0.61)/2 + 118.43 kips 2 6.405 kips I Deflection: 5wp/384EI + Atotol : 0.8693"(1/290) : Alive :0.4275" (1/590) 1964.4 kip in 2 403.5 kip - in 1 3.8 B5 (Laundry/bath floor ) 6x12, DFL#2, Q 2.22ksi fb, 1300E,697.11,121.2S AISC Beam Formula 07 L = loft, tribarea = IS.^., 5.4 : 5.4kips/~f, 2.8 : 2.8kip~/~f Moment: X4bM' 2 Mu -+ ,!&,FLS 2 12PL/4 -+ X&FbCFC&S 2 12(1 X 5.4)L/4 (0.8)(0.85)(2.22)(1)(121.2) 2 (64.8)10/4 -+ I 183 kip -in 2 162 kip - in 1 Shear: X6,V' 2 Vu -+ 2/3(X+uFi)A 2 P/2 -+ 2/3(X&,FuCi)A 2 1 x 5.4/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (2.7) + 16.072 kips 2 2.7 kips] 4 t Deflection: Pe3/48EI -+ AtdCrl : 0.2145"(1/560) : Alive :0.1112" (1/1079) 3.9 AISC Beam Formula 01 B6 (Laundry/bath rim ) 6x10, DFL#2, @ 2.22ksi fa, 1300E, 3931,82.738 L = 8 f t, St+ib = 8 f t, LC02 : O.O&lkips/s f , LCO4 : O.O4kips/s f Moment: X(bbbM' 2 Mu + X(bt,F,'s 2 12wL2/8 -+ X~~F~CFC~C~S 2 12(8 X 0.084)L2/8 (0.8)(0.85)(2.22)(1.02)(82.73) 2 12(0.672)82/8 -+ I 127.4 kip - in 2 64.51 kip - in 1 Shear: X&V' 2 Vu + 2/3(Xdd?!)A 2 Lw/2 + 2/3(X&FvCi)A 2 L(8 x 0.084)/2 (0.8)(0.75)(0.24)(1)(52.25) 2 (8)(0.672)/2 + 15.016 kips 2 2.688 kips I Deflection: 5w@/384EI + Atdd : 0.1212"(1/792) : Alive :0.05773" (1/1663) 3.10 AISC Beam Formula 01 B7 (Bath/bedroom floor ) 7.0x14.0, PSL-2.0E, 0 5.36ksi fa, 2000E, 16011,228.78 5.6 : 5.6kips/s f , 1816.9 kip - in 2 537.6 kip. in I L = 8 f t, St+ib = 1 f t, 3.0 : 3kips/s f Moment: kpbhf' 2 Mu + X&,F,'s 2 12wL2/8 -+ X&FbcFcrcis 2 12(1 X 5.6)L2/8 (0.8)(0.85)(5.36)(0.98)(228.7) 2 12(5.6)8a/8 + Shear: X&V' 1 Vu --c 2/3(X&F:)A 2 Lw/~ -+ 2/3(X&FVCi)A 2 L(l x 5.6)/2 (0.8)(0.75)(0.54)(1)(98) 2 (8)(5.6)/2 --.) 121.17 kips 2 22.4 kips I AAA Deflection: 5w@/384EI + Atd,,r : 0.1612"(1/596) : Alive :0.08635" (1/1112) 3.11 AISC Beam Formula 01 B8 (Bedroom rim ) 6x10, DFL#P, Q 2.22kSdfb7 1300E, 3931,82.73S L = 8.5 f t, Stet, = 8 f t, LC02 : 0.084kips/s f, LCO4 : O.O4kips/sf Moment: X4bbM' 2 Mu + 2 12wL2/8 -+ ' X4bFbCFCrCiS 2 12(8 X 0.084)L2/8 (0.8)(0.85)(2.22)(1.02)(82.73) 2 12(0.672)8.52/8 -+ Shear: X4vV' 1 Vu + 2/3(X&F;)A 2 Lw/2 -+ 2/3(X&,FvCi)A 2 L(8 x 0.084)/2 (0.8)(0.75)(0.24)(1)(52.25) 2 (8.5)(0.672)/2 + 15.016 kips 2 2.856 kips 1 Deflection: 5wl"/384EI + Atotol : 0.1545"(1/661) : Alive :0.07357" (1/1387) 3.12 AISC Beam Formula 01 L = Sft, St,+ = lft, 2.9 : 2.9kips/sf, 1.6 : l.6kips/af 1127.4 kip in 2 72.83 kip. in 1 B9 (Bedroom rim support ) 5.125~12, GLEb24F-V4, @ G.lksifb, 1600E, 7381,123s Moment: k)bbM' 2 Mu -+ X4t,F,'S 1 12wL2/8 -+ X4bFbCFCrCiS 2 12(1 X 2.9)L2/8 (0.8)(0.85)(6.1)(1)(123) 2 12(2.9)S2/8 -+ 1510.2 kip .in'? 278.4 kip. in] Shear: X&,V' 2 Vu -+ 2/3(X&F:)A 2 Lw/2 -+ 2/3(X&,FvCi)A 2 L(l x 2.9)/2 (0.8)(0.75)(0.545)(1)(61.5) 2 (8)(2.9)/2 + 113.41 kips 2 11.6 kips 1 Deflection: 5wP/384EI + Atdol : 0.2263"(1/425) : Alive :0.1249" (1/769) 3.13 AISC Beam Formula 01 B10 (Bedroom floor ) 1.75x16.0, LVL-l.SE, @ 4.81ksi fb, 1900E, 5971,74.7s L = 15 f t, St,.& = 3 ft, LC02 : O.O84kips/s f, LCO4 : O.O4kips/s f Moment: X&,M' 2 Mu + X+bF,'s 2 12wL2/8 + A4bFbCFCrCjS 2 12(3 X 0.084)L2/8 (0.8)(0.85)(4.81)(0.98)(74.7) 2 12(0.252)152/8 + 1239.4 kip e in 2 85.05 kip - in I Shear: WVV' I Vu -+ 2/3(A&F:)A 2 Lw/~ -+ 2/3(&FvCi)A 2 L(3 x O.O84)/2 (0.8)(0.75)(0.53)(1)(28) 2 (15)(0.252)/2 + 15.936 kips 2 1.89 kips I Deflection: 5~@/384EI + Atd,,i : 0.2531"(1/712) : Alive :0.1205" (1/1494) 5 3.14 B11 (Porch, typical ) 6x6, DFL#l, Q 3.05ksifb, 1600E, 76.261,27.738 AISC Beam Formula 01 L = 8.5ft, 8t-b = 5ft, LCOl : O.O52kips/sf, LC07 : O.O16kips/sf (0.8)(0.85)(3.05)(1.08)(27.73) 2 12(0.26)8.52/8 -+ 162.11 kip - in 2 28.18 kip * in1 Moment: X&$f' 2 Mu + X&,F,'S 2 12wL2/8 + X&,FbcFcrcis 2 12(5 X 0.052)L2/8 . , . , . , . , . ,- ._. I 1 Shear: X4,V' 2 Vu -+ 2/3(X&F:)A 2 Lw/2 + 2/3(Xr$,F,Ci)A 2 L(5 x 0.052)/2 (0.8)(0.75)(0.24)(1)(30.25) 2 (8.5)(0.26)/2 + 12.904 kips 2 1.105 kips I Deflection: 5wP/384EI -+ Atdal : 0.2503"(1/408) : Alive :0.07701" (1/1325) 3.15 B12 (Master bath, left ) 6x10, DFL#2, Q 2.22ksi fb, 1300E, 3931,82.73S AISC Beam Formula 01 L = 8ft, 8t-b = 5ft, LC03 : O.llkips/sf, LCO4 : 0.04kips/~f Moment: X&&f' 2 Mu -+ X(bbF,'S 2 12wL2/8 -+ ~Q+,FbcFcrcis 2 12(5 X 0.11)L2/8 (0.8)(0.85)(2.22)(1.02)(82.73) 2 12(0.55)82/8 Shear: XhV' 2 Vu + 2/3(X&F:)A 2 Lw/2 -+ 2/3(X&,F,Ci)A 2 L(5 x 0.11)/2 -+ 1127.4 kip - in 2 52.8 kip in I (0.8)(0.75)(0.24)(1)(52.25) 2 (8)(0.55)/2 -+ 15.016 kips 2 2.2 kips I Deflection: 5wt"/384EI -+ Atdal : 0.09922"(1/968) : Alive :0.03608" (1/2661) 3.16 B13 (Kitchen over refrigerator ) 6x12, DFL#2, Q 2.22ksi fb, 1300E, 697.11,121.2s AISC &am FOITIIU~ 01 L = loft, 8t-b = 9 ft, LC03 : O.llkips/sf, LC04 : O.O4kip~/~ f Moment: X&&f' 2 Mu + X&,F,'S 2 12wL2/8 -+ h$bFbcFcrcis 2 12(9 X 0.11)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(O.99)lO2/8 + [ 183 kip * in 2 148.5 kip in1 Shear: X&,V' 2 Vu + 2/3(X&F:)A 2 Lw/2 -+ 2/3(X+,F,Ci)A 2 L(9 x 0.11)/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (10)(0.99)/2 -+ 16.072 kips 2 4.95 kips I Deflection: 5wt?/384EI + Atotal : 0.2458"(1/489) : Alive :0.08939" (1/1343) 3.17 B14 (Panel 18 reaction beam ) 3.5x16.0, PSE2.0E, Q 5.36ksi fb, 2000E, 11951,149.3s AISC Beam FOITXIU~~ 01 L = 12ft, 3t-b = lft, .67 : O.67kip~/~f, .67 : 0.67kip~/~f Moment: XdbM' 2 Mu -+ X$bF,'S 2 12wL2/8 + XdbFbcFcrcjs 2 12(1 X 0.67)L2/8 (0.8)(0.85)(5.36)(0.97)(149.3) 2 12(0.67)122/8 Shear: X&V' 2 Vu -+ 2/3(X4,F:)A 2 Lw/~ -+ 2/3(A&F,Cj)A 2 L(l x 0.67)/2 -+ 1527.8 kip - in 2 144.7 kip - in I (0.8)(0.75)(0.54)(1)(56) 2 (12)(0.67)/2 + 112.1 kips 2 4.02 kips I Deflection: 5wl"/384EI -+ Atotol : 0.1308"(1/1101) : Alive :0.1308" (1/1101) 3.18 B15 (Den/guest window ) 6x12, DFL#2, Q 2.22ksi fb, 1300E, 697.11,121.2S AISC Beam Formula 01 L = loft, 8t-b = llft, LCO2 : O.O84kip~/~f, LCO4 : 0.04kip~/~f Moment: X(bbM' 2 Mu -+ X&&s 2 12wL2/8 + ~fpbFbcFcrcis 2 12(11 X 0.084)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(O.924)lO2/8 -+ Shear: X4,V' 2 Vu -+ 2/3(X&F:)A 2 Lw/2 -+ 2/3(X4,FUCi)A 2 L(ll x 0.084)/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (10)(0.924)/2 -+ 16.072 kips 2 4.62 kips 1 I 183 kip in 2 138.6 kip in I Deflection: 5w@/384EI + At,,td : 0.2294"(1/524) : Alive :0.1092" (1/1099) 3.19 fisc Beam Formula 01 L = 12ft, Strib = 12ft, LCOl : O.O52kips/sf, LC07 : O.O16kips/sf B16 (Wly room fiench doors ) 6x12, DFL#2, Q 2.22ksi fa, 1300E, 697.11,121.2s 6 i (0.8)(0.85)(2.22)(1)( 121.2) 2 12(0.624)122/8 -+ I 183 kip - in 2 134.8 kip * in 1 Shear: X&V' 1 Vu -+ 2/3(X&F:)A 2 Lw/~ -+ 2/3(X&F&)A 2 L(12 x 0.052)/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (12)(0.624)/2 -+ [ 6.072 kips 2 3.744 kips I Deflection: 5wP/384EI -+ Atotd : 0.3213"(1/449) : Alive :0.09885" (1/1457) 3.20 B17 (Family/dining ) 5.25x18.0, PSLP.OE, Q 5.36ksifb, 2000E, 25521,283.58 AISC &?am 01 L = 20 f t, stfib = 10 ft, LC03 : o.llkips/s f, LcO4 : O.O4kip~/~ f Moment: X(bbM' 2 Mu -+ X&,Fis 2 12WL2/8 -+ X4bFbCFCrCjS 2 12(10 X o.ll)L2/8 (0.8)(0.85)(5.36)(0.96)(283.5) 2 12(1.1)202/8 -+ Shear: X4,V' 2 Vu -+ ~/~(X$J&)A 1 Lw/2 -+ 2/3(X4,FuCi)A 2 L(10 x 0.11)/2 (0.8)(0.75)(0.54)(1)(94.5) 2 (20)(1.1)/2 -+ 120.41 kips 2 11 kips I Deflection: 5w@/384EI -+ At,,td : 0.7759"(1/310) : Alive :0.2821" (1/851) I992 kip. in 2 660 kip - in I 3.21 B18 (Entry ) 6x10, DFL#2, 2.22ksi fb, 1300E, 3931,82.738 AISC Beam Formula 01 L = 5.5ft, St,+b = 11 ft, LC05 : O.lBkips/sf, LcO6 : O.Mkips/sf Shear: XAV' 2 Vu --.) 2/3(XA,FL)A 2 Lw/2 -+ 2/3(A&,FuCi)A 2 L(ll x 0.122)/2 (0.8)(0.75)(0.24)(1)(52.25) 2 (5.5)(1.342)/2 -+ 15.016 kips 2 3.691 kips I Deflection: 5wP/384EI -+ Atdd : 0.05409"(1/1221) : Alive :0.0266" (1/2482) 3.22 B19 (Foyer entry ) 6x12, DFL#2, Q 2.22ksi fb, 1300E, 697.11,121.2s AISC Beam Formula 01 L = lOf t, st,+b = 6 ft, LCO2 : O.O&ikips/sf, LcO4 : O.O4kips/s f Moment: X(bbM' 2 Mu -+ X&,FLS 2 12WLa/8 -+ X4bFbCFCrCiS 2 12(6 X o.084)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(0.504)1@/8 (0.8)(0.75)(0.24)(1)(63.25) 2 (10)(0.504)/2 -+ 16.072 kips 2 2.52 kip I -+ I183 kip. in 2 75.6 kip - in 1 Shear: X&V' 2 Vu -+ 2/3(X&F:)A 2 Lw/~ -+ 2/3(X4vFvCi)A 2 L(6 x 0.084)/2 Deflection: 5wP/384EI + AMai : 0.1251"(1/959) : Alive :0.05959" (1/2014) 3.23 B20 (Bedroom over foyer ) 3.5x16.0, PSLP.OE, Q 5.36ksifb, 2000E, 11951,149.3s AISC Beam Formula d7 L = lZft, tn'bar, = l~.f., 1.6 : 1.6kips/s f, 1.6 : l.6kip~/~ f Moment: 2 Mu -+ Xq$,F$2 12PL/4 -+ X4bFbCFCrCiS 2 12(1 X 1.6)L/4 (0.8)(0.85)(5.36)(0.97)(149.3) 2 (19.2)12/4 --.) 1527.8 kip. in 2 57.6 kip. in I Shear: XC$~V' 2 Vu -+ 2/3(XbwF:)A 2 P/2 -+ 2/3(X&FuCi)A 2 1 x 1.6/2 (0.8)(0.75)(0.54)(1)(56) 2 (0.8) -+ 112.1 kip 2 0.8 kips Deflection: PP/48EI --.) AtMal : O.O4165"( 1/3458) : Alive :O.O4165" (1/3458) 3.24 B21 (Fireplace header ) 5.25x14.0, PSL-P.OE, Q 5.36ksifb, 2000E, 12011,171.5S AISC Beam Formula 01 5.9 : 5.9kips/s f, 5.9 : 5.9kips/s f Moment: A4bh.f' 2 Mu -+ X&Gs 2 12WL2/8 -+ XfpbFbCFCrCiS 1 12(1 X 5.9)L2/8 (0.8)(0.85)(5.36)(0.98)(171.5) 2 12(5.9)52/8 -+ 1612.6 kip - in 2 221.3 kip - in I L = 5 f t, std = 1 ft, 7 (0.8)(0.75)(0.54)(1)(73.5) 2 (5)(5.9)/2 + Moment: X&M' 2 Mu + &bbF,'S 2 12wL2/8 -+ X4bFbCFCrCjS 2 12(13 X 0.122)L2/8 (0.8)(0.85)(5.36)(0.98)(228.7) 2 12(1.!336)172/8 Shear: X4,,V' 2 Vu + 2/3(A&,F:)A 2 Lw/2 -+ 2/3(Xq5,F,Ci)A 2 L(13 x 0.122)/2 (0.8)(0.75)(0.54)(1)(98) 2 (17)(1.586)/2 + 121.17 kips 2 13.48 kips 4 1816.9 kip * in 2 687.5 kip * in I 15.88 kips 2 14.75 kips I Deflection: 5we/384EI + Atdal : 0.9308"(1/220) : Alive :0.4578" (1/446) 3.29 AISC Beam Formula 01 L = 10.5ft, ttt* = 13ft, LC03 : O.llkips/sf, LC06 : O.Mkips/sf B26 (Living room window ) 5.125~12, GLB-24F-V4, Q G.lksif*, WOE, 7381,123s Moment: h$bM' 2 Mu + hp&S 2 12wL2/8 -+ X4bFbCFCrCiS 2 12(13 X o.ll)L2/8 (0.8)(0.85)(6.1)(1)(123) 2 12(1.43)10.5'/8 + Shear: X&V' 2 Vu + 2/3(X&F:)A 2 Lw/~ + 2/3(A&FwCi)A 2 L(13 x 0.11)/2 1510.2 kip - in 2 236.5 kip in 1 (0.8)(0.75)(0.545)(1)(61.5) 2 (10.5)(1.43)/2 + 113.41 kips 2 7.508 kips I 8 I I d # t Deflection: 5~@/384EI + Atdal : 0.3312”(1/381) : Alive :0.1807“ (1/698) 3.30 AISC Beam Formula 01 L = 24ft, Strib = 12ft, Le08 : 0.186kips/sf, LCO4 : O.O4kips/sf (0.8)(0.85)(6.1)(1)(496.1) 2 12(2.232&X2/8 -+ I2058 kip. in 2 1928 kip‘inl B27 (Garage, B3, B4 support ) 6.750~21, GLB-24F-V4,0 6.1ksifb, 1600E, 52091,496.18 Moment: X&M’ 2 Mu -+ 2 12WL2/8 -+ x&,F&&c,s 1 12(12 X 0.186)L2/8 Shear: X&V’ 2 Vu 3 2/3(AqLF;)A 2 Lw/2 + 2/3(WVFvCi)A 2 L(12 x 0.186)/2 (0.8)(0.75)(0.545)(1)(141.8) 2 (24)(2.232)/2 + 130.91 kips 2 26.78 kips I Deflection: 5we4/384EI -+ Atdd : 1.999”(1/145) : Alive :0.4299” (1/670) 3.31 AISC Beam Formula 01 L = Hft, Strib = 1.33ft1 LC02 : 0.084kips/sf1 LCO4 : O.Mkips/sf (0.8)(0.85)(1)(10.11) 2 (0.1117)182/8 -t (6.875 kip-in 2 4.525 kip-inl (0.8)(0.75)(1)(3.11) 2 (18)[0.1117)/2 + 11.866 kips 2 1.005 kips I J1 (Typical ) 16”-TJI, /PR0-250, E1 = 6.537e + 05in2 kips, K = 7217 Moment: X&M’ 2 Mu + X&,bCrCiM 2 wL2/8 -+ X4bC$ilO.ll 2 (1.33 X o.084)L2/8 Shear: XdVV‘ 2 Vu 4 Xc$,,C,V 2 Lw/~ + X&Ci3.112 L(1.33 x 0.084)/2 . I. _. _. , ~ , _. .. I I Deflection: 5~@/384EI + wP/Kd + Atdal : 0.4638”(1/466) : Alive :0.2209” (1/978) 3.32 DJ1 (Fkont deck ) 14”-TJI, /PRO-250, El = 4.748e + 05in2 - kips, K = 6328 AISC Beam Formula 07 L = 15ft, tribarea = 1.33s.f., LC05 : 0.122kips/sfl LCO6 : O.O6kips/sf Moment 2 Mu + X&jbCrCiM 2 PL/4 -+ A4bCrCi8.67 2 (1.33 X 0.122)L/4 (0.8)(0.85)(1)(8.67) 2 (0.1623)15/4 + 15.896 kip- ft’ 2 0.6085 kip. ft I Shear: XtP,V’ 2 Vu 4 X&C,V 2 P/2 -+ X4,,Ci2.7 2 1.33 x 0.122/2 (0.8)(0.75)(1)(2.7) 2 (0.08113) --+ 11.62 kips 2 0.08113 kips1 . ,. ..~. .~. I I 9 Projed: New SFI) w/ attded g8rage(e) Incation: 1370 Buss3a Vista Way, C,arlsbad Owner(s): M/M Devine Revisitm July31,2003 comm I 1 Fault: Type: Distance: Map page #k Na: Nv: Soil Profile: Rose Canyon "B" 8.0 km 0-36 1 .o 1-08 "D" Edward W. Marshall, P.E. C38462 2044 Wildhorse Lane 909 584 11901800 337 7083 Devins Residence Big Bear Ci CA 92314-9024 1370 Buena Vista Way, Carlsbad, CA 92008 030614 12:35 Licensed by the Board for Pmfessionel Engineers and Land Surveyors I I UBC 161 2: 0.4 UBC 16-K I,: 1 UBC 16-S N,: 1.0 Steel tube Fy: 46ksi Edward W. Marshall, P.E. C38462 2044 Wildhorse Lane Big Bear City, CA 923169024 909 584 1190/800 337 7083 1 Licensed by the Board for Professional Engineers and Land Surveyors UBC16-5 Soil: Sd UBC16-K Ieq : 1 UBC 16-P R: 2.2 UBC16-Q C,: 0.44 N, UBC 16-T N,: 1.08 UBC16-1 Wind: 70mph Roofliveload RLL: 16psf UBC1614 (Sn0w)S: Opsf 14:16 315~12003 STRUCTURAL CALCULATIONS Client: M/MDevins Project: New single-family dwelling Address: 1370 Buena Vista Way, Carlsbad, CA (Thomas Guide page 1106, grid EX) 1 Preamble 1.1 Code References 1. UBC sections 1612, 1615, 1620, 1626, 1629.8.2, 1630.1.1, 1630.2.3.1, 1630.5, 2206 2. AISC "Manual of Steel Construction, Load & Resistance Factor Design", Second Edition 3. AF&PA/AWC "LRFD Manual for Engineered Wood Construction" 1996 Edition 4. NBS "Handbook of Mathematical Functions" 1972, Tenth Printing 1.2 Predefined Variables Reference Variable Value 1 Reference Variable Value I Reference Variable Value UBC 16-F qs: 16.4 I UBC 16-G Ce: 1.06 I UBC16-H C,, : 1.3 1.3 Introduction These calculations were prepared using standard tools such as common electronic calculator, slide rule and math tables. All variables and partial values sufticient to provide rapid review by competent professionals are shown. The results are typed up using the H&?C plain text processor for professional typesetting of the formulas and tables. If you have any questions or comments or both I would appreciate hearing from you. My toll-free phone number is 800 337 7083. Thank you for your time. 1.4 Design Assumptions 1. Load & Reaistance Mor kign 2. Projected area wind force method 3. Nearest known fault: Rose Canyon, type "B", 8 km, ICBO map page 0-36 4. 70 mph wind, exposure "C" 5. Asphalt composition shingle roof, 12 psf w/future reroof 1.5 AISC reference beam formulas - 1. Formula 01 - Simply supported, uniformly distributed load 2. Formula 07 - Simply supported, point load at center 3. Formula 22 - Fixed support at one end, cantilever at end with point load 1 JUL 3 1 2003 I I SeismicSourceType 52km 5km 1Okm 15km- A 2.0 1.6 1.2 1 .o B 1.6 1.2 1.0 1 .o C 1.0 1.0 1.0 1 .o 1.6 Calculations Overview 1. Earthquake force calculation 2. Wind force calculation 3. Verticaldesign IJ-d-summary Beams&Rafters pi,p4 p17 p19 p24 p31, p32 2 Preliminary 15 0 6 p51508 15 0 13 15 0 9 15 0 9 15 0 10 2.1 Earthquak+Near+ource factors Ca = 0.44Na -+ 0.44 x 1.0 = 0.44 2.2 Earthquak~Simplified Design Base shear 2.3 Resisting Vertical Loads c w/ wall Reduced Description I D S I I "yPicalIl5 0 I 2 2.4 Wind DI SI 300 900 120 0 195 0 135 0 135 0 150 0 Wdl 75 75 75 75 75 75 75 ~ D 'D+S ' 105 105 165 165 195 195 270 270 210 210 210 210 225 225 D67% D+sQO% 70 95 111 149 131 176 181 243 141 189 141 189 151 203 (30 - 11) 2 2.5 Footings * 2.6 Load cases c= # LCOl LC02 LC03 LC04 LC05 e LC06 LC07 LC08 Allowable Bearing Footing Table - 1,000 psf Size, inches 24 x 24 30 x 30 36 x 36 42 x 42 48 x 48 54 x 54 60 x 60 66x66 72 x 72 Increase 20% 30% 40% 50% 60% 70% 80% 90% 100% Area 4.0 6.25 9.0 12.25 16.0 20.25 25.0 30.25 36.0 Bearing 4,800 1b.s 8,125 1b.s 12,600 1b.s 18,375 1b.s 25,600 1b.s 34,425 1b.s 45,000 1b.s 57,475 1b.s 72,000 1b.s Description 1.2D + 1.6L Roof + ceiling 1.2D + 1.6L Floor + mil&- (5%) 1.2D + 1.6L + O.5Lr Floor + Roof + ceiling x 2 L Floor live load 1.2D + 1.6L View deck 60 psf + ceiling + dead(5%) L Deck live load L Roof live load 1.2D + 1.6Lr Roof + ceiling w/ B3,B4 point load ESSUL Value 0.052 kips/s.f. 0.084 kips/s.f. 0.110 kip/s.f. 0.040 kips/s.f. 0.122 kips/s.f. 0.060 kips/s.f. 0.016 kips/s.f. 0.186 kips/s.f. 3 Bending Members 3.1 R1 (Family room ) 2x10, DFL#2, 2.22ksi fb, 1300E, 98.931,21.398 AISC Be- Formula 01 L = loft, Strib = 2ft, LcOl : O.O52kip~s/sf, LC07 : O.O16kip~/~f Moment: X&,M' 2 Mu + X&F,'S 2 12wL2/8 + X$bFbcFcrc,s 2 12(2 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.265)(21.39) 2 12(0.104)102/8 + 140.85 kip. in 2 15.6 kip. in I Shear: Xq5vV' 2 Vu + 2/3(XcPvF:)A 2 Lw/2 + 2/3(A&FvCi)A 2 L(2 x 0.052)/2 (0.8)(0.75)(0.24)(1)(13.88) 2 (10)(0.104)/2 -+ 11.332 kips 2 0.52 kips I Deflection: 5w@/384EI + At&& : 0.1819"(1/660) : Alive :0.05598" (1/2144) 3.2 R2 (Porch, typical ) 2x6, DFL#2, @ 2.22ksZ fa, 1300E, 20.81,7.568 AISC Beam Formula 01 L = 6f t, Strib = 2 ft, LCOl : O.O52kips/s f, LC07 : O.O16kips/s f Moment: X&M' 2 MU + X&,F,'s 2 12wL2/8 + A4bFbCFCrCiS 2 12(2 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.3)(7.56) 2 12(0.104)62/8 + 114.84 kip- in 2 5.616 kip. in] Shear: WVV' 2 Vu + 2/3(X&E!)A 2 Lw/2 -+ 2/3(Xq5,FVCi)A 2 L(2 x 0.052)/2 -- .. _. .. (0.8)(0.75)(0.24)(1)(8.25) 2 (6)(0.104)/2 + 10.792 kips 2 0.312 kips I Deflection: 5w@/384EI + Atotol : 0.1122"(1/642) : Alive :0.03451n (1/2087) 3.3 AISC Beam Formula 01 Hip1 (Porch, typical ) 2x8, DFL#2, Q 2.22ksi fb, 1300E, 47.631,13.145 L = 8.5 f t, Strib = 3 ft, LCOl : O.O52kip~/s f, LC07 : O.O16kips/s f Moment: k$bMt 2 Mu -+ XAF,'S 2 12wL2/8 + X4bFbCFCrCiS 2 12(3 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.2)(13.14) 2 12(0.156)8.52/8 + 123.8 kip- in 2 16.91 kip. in I L I 3 Shear: X&V' 2 Vu + 2/3(X&Fi)A 2 Lw/2 + ~/~(X~#J~F~C~)A 2 L(3 x 0.052)/2 (0.8)(0.75)(0.24)(1)(10.88) 2 (8.5)(0.156)/2 + 11.044 kips 2 0.663 kips 1 Deflection: 5~@/384EI + Atdo( : 0.2959"(1/345) : &ive :0.09105" (1/1121) 3.4 B1 (Garage, small door ) 4x12, DFL#2, Q 2.22ksi fb, 1300E,415.31,73.838 AISC Beam F'OITXIU~ 01 L = llft, strib = llft, LcOl : O.O52kip~/~f, LC07 : O.OlSkip~/~f Moment: XhM' 2 Mu + XIpbqs 2 12wL2/8 + X&Ft.cFcrcis 2 12(11 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.1)(73.83) 2 12(O.572)ll2/8 + I 122.6 kip in 2 103.8 kip - in I Shear: X&V' 2 Vu -+ 2/3(A&F:)A 2 Lw/~ + 2/3(X&FvCi)A 2 L(ll x 0.052)/2 (0.8)(0.75)(0.24)(1)(39.38) 2 (11)(0.572)/2 -+ 13.78 kips 2 3.146 kips I Deflection: 5~@/384EI + Atdal : 0.349"(1/379) : Alive :0.1074" (1/1230) 3.5 B2 (Garage, large door ) 4x12, DFL#2, Q 2.22ksi fa, 1300E, 415.31,73.833 ABc b Fo~& 01 L = 16.5 f t, Strib = 5 f t, LcOl : 0.052kip~/~ f, LC07 : O.O16kips/s f Moment: A(f&ft 2 Mu + Af$bF,'s 2 12wL2/8 -+ X4bFbcFcrcis 2 12(5 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.1)(73.83) 2 12(0.26)16.52/8 -+ 1122.6 kip- in 2 106.2 kip- in I Shear: A#vVt 2 Vu -+ 2/3(A&Fi)A 2 Lw/~ -+ 2/3(X&FvCi)A 2 L(5 x 0.052)/2 (0.8)(0.75)(0.24)(1)(39.38) 2 (16.5)(0.26)/2 3.78 kips 2 2.145 kips Deflection: 5~@/384EI -+ At&& : 0.8032"(1/247) : Alive :0.2471" (1/802) 3.6 B3 (Master doset floor ) 5.125x16.5, GLB-24F-V4, Q 6.1ksifb, 1600E, 19191,232.5s AISC Be- Formula 01 L = 18f t, Strib = 17f t, LCO2 : O.O84kips/~ f, LCO4 : O.O4kip/s f Moment: X&,bM' 2 Mu -+ hpbF,'S 2 12wL2/8 -+ XhFbCFCrCiS 2 12( 17 X 0.084)L2/8 (0.8)(0.85)(6.1)(1)(232.5) 2 12(1.428)18'/8 + [ 964.4 kip' in 2 694 kip. in1 Shear: XAV' 2 Vu + 2/3(X&Fi)A 2 Lw/~ + 2/3(X&FvCi)A 2 L(17 x 0.084)/2 (0.8)(0.75)(0.545)(1)(84.56) 2 (18)(1.428)/2 -+ 18.43 kips 2 12.85 kips 1 Deflection: 5wed/384EI -+ Atotd : 1.099"(1/197) : Alive :0.5231" (1/413) 3.7 B4 (Master deck floor ) 5.125x16.5, GLB-24F-V4, Q 6.1ksi fb, 1600E, 1919I, 232.58 AISC Beam Formula 01 L = 21 ft, Strib = 5 ft, LC05 : O.l22kipS/S f, LC06 : O.OGkip/S f Moment: Xd&f' 2 Mu + Xhqs2 12wL2/8 + &,FbcFcrcis 2 12(5 X 0.122)L2/8 (0.8)(0.85)(6.1)(1)(232.5) 2 12(0.61>212/8 -+ 1964.4 kip. in 2 403.5 kip. in I Shear: X&V' 2 Vu + 2/3(X&Fi)A 2 Lw/~ -+ 2/3(X4vFvCi)A 2 L(5 x O.122)/2 (0.8)(0.75)(0.545)(1)(84.56) 2 (21)(0.61)/2 -+ 18.43 kips 2 6.405 kips Deflection: 5~@/384EI -+ A-o( : 0.8693"(1/290) : Alive ~0.4275" (1/590) 3.8 B5 (Laundry/bath floor ) 3.125~9, GLB-24F-V4, Q 6.lksifb, 1600E, 189.81,42.198 AISC Beam Formula 07 L = loft, tn'bar, = ls.f., 5.4 : 5.4kips/sf, 2.8 : 2.8kips/sf Moment: AhM' 2 MU -+ X$bF,'S 2 12PL/4 -+ x&,FbcFc&is 2 12(1 X 5.4)L/4 (0.8)(0.85)(6.1)(1)(42.19) 2 (64.8)10/4 -+ [ 175 kip. in 2 162 kip in I Shear: X&V' 2 Vu + 2/3(X&c)A 2 P/2 --+ 2/3(A&FvCi)A 2 1 x 5.412 (0.8)(0.75)(0.545)(1)(28.13) 2 (2.7) -+ 16.132 kips 2 2.7 kips I 4 . Deflection: Pt?/48El -+ Atotol : 0.6401”(1/188) : Alive :0.3319” (1/362) 3.9 B6 (Laundry/bath rim ) 3.5x14.0, PSEP.OE, Q 5.36ksifb7 2000E, 8001,114.3S AISC Beam Formula 01 L = 8f t, Strib = 8 f t, LC02 : 0.084kips/s f, LCO4 : O.O4kips/s f Moment: X&&ff 2 Mu -+ X&,F:S 2 12wL2/8 4 X&,FbcFc,cis 2 12(8 X 0.084)L2/8 (0.8)(0.85)(5.36)(0.98)(114.3) 2 12(0.672)S2/8 Shear: A&Vf 2 Vu -+ 2/3(h~5~F:)A 2 Lw/2 4 2/3(Xq5.,FvCi)A 2 L(8 x 0.084)/2 (0.8)(0.75)(0.54)(1)(49) 2 (8)(0.672)/2 + 110.58 kips 2 2.688 kips] 4 1408.3 kip in 2 64.51 kip in I Deflection: 5~@/384EI -+ AM(~c : 0.03871”(1/2481) : Alive :0.01843” (1/5209) 3.10 B7 (Bath/bedroom floor ) 5.125~9, GLB-24F-V4, Q 6.1ksifb7 1600E, 311.31,69.19S AISC Beam FOITIIU~ 01 L = 8ft, std = 1 ft, 1.4 : l.lkips/sf, 0.75 : 0.75kip~/~f Moment: X&.M’ 2 Mu -+ X&.F;s 2 12wL2/8 -+ x&,Fbc&,cis 2 12(1 X 1.4)L2/8 (0.8)(0.85)(6.1)(1)(69.19) 2 12(1.4)82/8 -+ I287 kip. in 2 134.4 kip. in I Shear: X&V’ 2 Vu -+ 2/3(X&F:)A 2 Lw/~ -+ 2/3(X&FvCi)A 2 L(l x 1.4)/2 (0.8)(0.75)(0.545)(1)(46.13) 2 (8)(1.4)/2 -+ 110.06 kips 2 5.6 kips I Deflection: 5~@/384EI -+ At-1 : 0.259”(1/371) : Alive :0.1388” (1/692) 3.11 B8 (Bedroom rim ) 6x10, DFL#2, Q 2.22ksi fb, 1300E, 3931,82.73S AISC Beam FOITIIU~ 01 L = 8.5 ft, st,+, = 8 f t, LC02 : O.O84kip~/~ f, LCO4 : O.O4kips/sf Moment: 2 MU -+ X&&S 2 12wL2/8 -+ x&,FbcFc,cis 2 12(8 X 0.084)L2/8 (0.8)(0.85)(2.22)(1.02)(82.73) 2 12(0.672)8.52/8 + I 127.4 kip- in 2 72.83 kip- in I Shear: X&V’ 2 Vu -+ 2/3(X4,F:)A 1 Lw/2 -+ 2/3(Aq5,,FvCi)A 2 L(8 x 0.084)/2 (0.8)(0.75)(0.24)(1)(52.25) 2 (8.5)(0.672)/2 -+ [ 5.016 kips 2 2.856 kips I Deflection: 5wP/384EI -+ Atotol : 0.1545”(1/661) : Alive :0.07357“ (1/1387) 3.12 B9 (Bedroom rim support ) 3.125~9, GLB-24F-V4, Q 6.lk~fb, 1600E, 189.81,42.193 AISC Beam Formula 01 L = 8 f t, Stfib = 1 f t, 0.73 : 0.73k@?/~ f, 0.4 : O.$kips/sf Moment: X&,M’ 2 MU -+ X&,FLs 2 12wL2/8 -+ x&FbcFc,cis 2 12(1 X 0.73)L2/8 (0.8)(0.85)(6.1)(1)(42.19) 2 12(0.73)82/8 -+ I 175 Rip - in 2 70.08 kip. in I Shear: &V‘ 2 Vu -+ 2/3(X&,F:)A 2 Lw/2 + 2/3(X&FvC,)A 2 L(l x 0.73)/2 (0.8)(0.75)(0.545)(1)(28.13) 2 (8)(0.73)/2 -+ 16.132 kips 2 2.92 kips I Deflection: 5wi?/384EI -+ Atotol : 0.2215”(1/434) : Alive :0.1214” (1/791) 3.13 B10 (Bedroom floor ) 1.75x14.0, LVEl.SE, Q 4.81ksi fb, 1900E, 4001,57.28 AISC Beam FOITIIU~ 01 L = 15 f t, St,+, = 3 f t, LC02 : O.O84kips/s f, LC04 : O.O4kips/s f Moment: X4t.M’ 2 MU -+ k$bF,’s 2 12wL2/8 -+ x4bFbcFcrc,s 2 12(3 X 0.0&4)L2/8 (0.8)(0.85)(4.81)(0.98)(57.2) 2 12(0.252)152/8 -+ 1183.3 kip- in 2 85.05 kip- in] Shear: X&V’ 2 Vu -+ 2/3(X&F:)A 2 Lw/~ -+ 2/3(X4,FVCi)A 2 L(3 x O.O84)/2 (0.8)(0.75)(0.53)(1)(24.5) 2 (15)(0.252)/2 -+ 15.194 kips 2 1.89 kips I Deflection: 5wP/384EI -+ Atdol : O.3777If(1/477) : Alive :0.1799” (1/1001) 5 . 3.14 AISC Beam Formula 01 B11 (Porch, typical ) 6x8, DFL#2, Q 1.78ksi fb, 1300E, 193.41,51.56S LC07 : O.OlGkips/s f L = 8.5 f t, Strib = 5 f t, LCOl : 0.052kips/s f, Moment: Xq$&ft 2 Mu -+ &F$!? 2 12wL2/8 -+ X4bFbCFCrCiS 2 12(5 X 0.052)L2/8 (0.8)(0.85)(1.78)(1.05)(51.56) 2 12(0.26)8.52/8 -+ 165.53 kip. in 2 28.18 kip. in] Shear: X4,V' 2 Vu + 2/3(X#,F:)A 2 Lw/2 + 2/3(X4,,FUCi)A 2 L(5 x 0.052)/2 (0.8)(0.75)(0.24)(1)(41.25) 2 (8.5)(0.26)/2 -+ 3.96 kips 2 1.105 kips I Deflection: 5wf?/384EI + At-1 : 0.1215"(1/840) : Alive :0.03738" (1/2729) 3.15 AISC Beam Formula 01 L = 8ft, SW = 5ft, LC03 : O.llkips/sf, LCO4 : 0.04kips/sf B12 (Master bath, left ) 6x10, DFL#2, Q 2.22ksifb, 1300E,3931,82.735 Moment: )r$bM' 2 Mu -+ A&F,'S 2 12wL2/8 -+ X+f,FbcFc,cis 2 12(5 X 0.11)L2/8 (0.8)(0.85)(2.22)(1.02)(82.73) 2 12(0.55)82/8 + 1127.4 kip. in 2 52.8 kip- in 1 Shear: X&V' 2 Vu + 2/3(X&F:)A 2 Lw/2 + 2/3(A&F,Ci)A 2 L(5 x 0,11)/2 (0.8)(0.75)(0.24)(1)(52.25) 2 (8)(0.55)/2 + 15.016 kips 2 2.2 kips I Deflection: 5w.@/384EI -+ Atdd : 0.09922"(1/968) : Alive :0.03608" (1/2661) 3.16 B13 (Kitchen over refrigerator ) 6x12, DFL#2, Q 2.22ksi fa, 1300E, 697.11,121.2S AISC Formula 01 L = 10f t, 8tdb = gft, LC03 : O.llkips/s f, LcO4 : O.O4kips/s f Moment: X&%fI 2 Mu + X&FLs 2 12wL2/8 -+ wbF&FCrCiS 2 12(9 X 0.11)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(0.99)102/8 + 1183 kip-in 2 148.5 kip-inl Sheer: X4uV' 1 Vu -+ 2/3(X&F:)A 2 Lw/~ + 2/3(&F,Ci)A 2 L(9 x 0.11)/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (10)(0.99)/2 + 16.072 kips 2 4.95 kips1 Deflection: 5~@/384EI + Atdol : 0.2458"(1/489) : Alive :0.08939" (1/1343) 3.17 B14 (Panel 18 reaction beam ) 3.5x14.0, PSL-2.OE, @ 5.36ksi fa, 2000E, 8001,114.3S AISC Beam Formula 01 L = 12 ft, strib = 1 f t, .67 : 0.67kip~/s f, .67 : 0.67kips/~ f Moment: X&.M' 2 Mu -+ X&F$! 2 12wL2/8 -+ X@?bcFcrcis 2 12(1 X 0.67)L2/8 (0.8)(0.85)(5.36)(0.98)(114.3) 2 12(0.67)122/8 -+ 1408.3 kip * in 2 144.7 kip in 1 Shear: X4,V' 2 Vu -+ 2/3(X4,,FOA 2 Lw12 -+ 2/3(%FUCi)A 2 L(1 x 0.67112 .. _. .. .. (0.8)(0.75)(0.54)(1)(49) 2 (12)(0.67)/2 + 110.58 kips 2 4.02 kips1 Deflection: 5w.@/384EI + Atotol : 0.1954"(1/738) : Alive :0.1954" (1/738) 3.18 B15 (Den/guest window ) 6x12, DFL#2, Q 2.22ksi fb, 1300E,697.11,121.2S AISC Beam FormUh 01 L = 10f t, Strib = 11 f t, LCO2 : O.o84kips/s f, LcO4 : O.O4kips/s f Moment: &b&f' 2 MU + X4bFis 2 12wL2/8 -+ A4bFbCFCrCiS 2 12(11 X 0.084)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(0.924)1@/8 Sheer: X4,V' 2 Vu + 2/3(X&F:)A 2 Lw/~ + 2/3(X&FUCi)A 2 L(ll x O.084)/2 4 I183 kip in 2 138.6 kip - in I (0.8)(0.75)(0.24)(1)(63.25) 2 (10)(0.924)/2 -+ 16.072 kips 2 4.62 hips1 Deflection: 5~@/384EI -+ Atdal : 0.2294"(1/524) : Alive :0.1092" (1/1099) 3.19 AISC Beam Formula 01 B16 (Family room french doors ) 6x12, DFL#2, Q 2.22ksi fa, 1300E, 697.11,121.2S L = 12 f t, Strib = 12 ft, LCOl : 0.052kips/s f, LC07 : O.O16kips/s f 6 . Moment: X&Mf 2 Mu + X4bF;S 2 12wL2/8 + ~&,FbcFc,cjs 2 12(12 X 0.052)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(0.624)122/8 + I183 kip - in 2 134.8 kip- in I . . . . . . . .. I i Shear: Aq4,V' 2 Vu -+ 2/3(XcpuFi)A 2 Lw/2 + 2/3(X&,FvCi)A 2 L(12 x 0.052)/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (12)(0.624)/2 -+ 16.072 kips 2 3.744 kips I Deflection: 5~@/384EI + At&& : 0.3213"(1/449) : Alive :0.09885" (1/1457) 3.20 B17 (Family/dining ) 5.25x18.0, PSE2.0E, 5.36ksi fa, 2000E, 25521,283.5s AISC Beam Formula 01 L = 20 f t, strib = 10 ft, LcO3 : O.llkips/s f, LcO4 : O.Wkips/s f (0.8)(0.85)(5.36)(0.96)(283.5) 2 12(1.1)2@/8 + I992 kip - in 2 660 kip - in I Shear: X&vVf 2 Vu --$ 2/3(X&,Fi)A 2 Lw/2 --+ 2/3(A&FuCi)A 2 L(10 x 0.11)/2 (0.8)(0.75)(0.54)(1)(94.5) 2 (20)(1.1)/2 + 120.41 kips 2 11 kips] Deflection: 5~@/384EI + Atdol : 0.7759"(1/310) : Alive :0.2821" (1/851) 3.21 AISC Beam Formula 01 L = 5.5ft, Strib = 11 ft, LCO5 : 0.122kips/sf, LCO6 : O.O6kips/s f B18 (Entry ) 6x10, DFL#2, Q 2.22ksi fb, 1300E, 3931,82.738 Moment: A&,M' 2 Mu + XfpbFlS 2 12wL2/8 + X(bbFbcFc,Cis 2 12(11 X 0.122)L2/8 (0.8)(0.85)(2.22)(1.02)(82.73) 2 12(1.342)5.52/8 Shear: Xb.,V' 2 Vu + 2/3(X@")A 2 Lw/2 -+ 2/3(Xq5,FUC~)A 2 L(ll x 0.122)/2 (0.8)(0.75)(0.24)(1)(52.25) 2 (5.5)(1.342)/2 + 15.016 kips 2 3.691 kips Deflection: 5w@/384EI + Atdal : 0.05409'f(1/1221) : Alive :0.0266" (1/2482) 3.22 + 1127.4 kip-in 2 60.89 kip pin I B19 (Foyer entry ) 6x12, DFL#2, Q 2.22ksi fb, 1300E,697.11,121.2S AISC Beam FOR~U~ 01 L = loft, St+b = 6ft, LC02 : O.O84kips/sf, LC04 : 0.04kips/sf Moment: XqjbM' 2 Mu + Xq+,F,'s 2 12wL2/8 + X4bFbCFCrCjS 2 12(6 X 0.084)L2/8 (0.8)(0.85)(2.22)(1)(121.2) 2 12(0.504)102/8 + Shear: Aq4,V' 2 Vu + 2/3(Xqh,FL)A 2 Lw/2 + 2/3(X4uFuCi)A 2 L(6 x 0.084)/2 (0.8)(0.75)(0.24)(1)(63.25) 2 (10)(0.504)/2 -+ 16.072 kips 2 2.52 kips] Deflection: 5~P/384EI + Atdol : 0.1251"(1/959) : Alive :0.05959" (1/2014) I 183 kip - in 2 75.6 kip. in I 3.23 B20 (Bedroom over foyer ) 3.5x14.0, PSE2.OE, Q 5.36ksi fa, 2000E, 8001,114.3s AISC Beam Formula 07 L = 12ft, trib,,, = ls.f., 1.6 : l.gkips/sf, 1.6: 1.6kips/sf Moment: X&Mf 2 Mu + X(bt,F$> 12PL/4 + X&,Fbc&cis 2 12(1 X 1.6)L/4 (0.8)(0.85)(5.36)(0.98)(114.3) 2 (19.2)12/4 -+ 1408.3 kip. in 2 57.6 kip. in I Shear: X4uVf 2 Vu + 2/3(Aq5,Fi)A 2 P/2 + 2/3(X&FvCi)A 2 1 x 1.6/2 (0.8)(0.75)(0.54)(1)(49) 2 (0.8) + 110.58 kips 2 0.8 kips1 Deflection: Pt3/48EI + Atdot : 0.06221"(1/2315) : Alive :0.06221" (1/2315) 3.24 AISC Beam Formula 01 B21 (Fireplace header ) 5.125~12, GLB-24F-V4, Q 6.lksi fb, 1600E, 7381,1235 L = 5 f t, std = 1 ft, 2.4 : 2.4kips/s f, 2.4 : 2.4kips/s f Moment: X(6bM' 2 MU + X&,F's 2 12wL2/8 -+ X&FbcFc,-Cis 2 12(1 X 2.4)L2/8 (0.8)(0.85)(6.1)(1)(123) 2 12(2.4)52/8 + 1510.2 kip. in 2 90 kip. in I 7 1 1 Shear: AhV' 2 Vu -+ 2/3(X$&)A 2 Lw/2 + 2/3(A+uFuCi)A 2 L(l x 2.4)/2 (0.8)(0.75)(0.545)(1)(61.5) 2 (5)(2.4)/2 + 113.41 kips 2 6 kips 1 Deflection: 5wP/384EI -+ Attotal : 0.02858"(1/2100) : Alive :0.02858" (1/2100) 3.25 AISC Beam Formula 01 B22 (Family room ridge ) 8x16, DFL#l, Q 3.43ksi fa, 1600E, 23271,300.3s L = 18.5 f t, Strib = 10 f t, LCOl : 0.052kips/s f, LC07 : O.O16kips/s f Moment: Xq+,M' 2 Mu + &b&s 2 12wL2/8 -+ X4bFbCFCrCiS 2 12(10 X 0.052)L2/8 (0.8)(0.85)(3.43)(1)(300.3) 2 12(0.52)18.52/8 + 1700.4 kip. in 2 267 kip- in1 Shear: A4uV' 2 Vu + 2/3(X&Fi)A 2 Lw/~ -+ 2/3(AduFuCj)A 2 L(1O x O.O52)/2 (0.8)(0.75)(0.24)(1)(116.2) 2 (18.5)(0.52)/2 --+ 111.16 kips 2 4.81 kips1 Deflection: 5~@/384EI -+ Atdal: 0.368"(1/604) : Ai;= :0.1132" (1/1961) 3.26 B23 (Family room entertainment center) 4x12, DFL#2, 2.22ksi fb, 1300E, 415.31,73.838 AISC Beam hrmUh 01 L = 7 f i?, Strib = 11 f i?, mol : o.o52kipS/s f, LC07 : O.O16kip/s f Moment: X4bM' 2 Mu + X4bFLs 2 12wL2/8 --+ A4bFbCFCrCiS 2 12(11 X 0.052)L2/8 (0.8)(0.85)(2.22)(1.1)(73.83) 2 12(0.572)72/8 -+ I 122.6 kip - in h 42.04 kip - in I shear: MuV' 2 Vu -+ 2/3(A&F:)A 2 Lw/~ -+ 2/3(A&FUCi)A 2 L(11 x 0.052)/2 (0.8)(0.75)(0.24)(1)(39.38) 2 (7)(0.572)/2 -+ 13.78 kips 3 2.002 kips I Deflection: 5ul.t?/384EI -+ Atdd : 0.05724"( 1/1468) : Ali, :0.01761" (1/4T70) 3.27 B24 (Dining window ) 5.25x16.0, PSL-%.OE, Q 5.36ksi fa, 2000E, 17921,224s AISC Beam Fo~u~S 01 L = 11 ft, Strib = 12ft, LCOl : O.O52kip~/sf, LC07 : O.O16kip~/~f Moment: A&,M' 2 Mu -+ A4bbFLS 2 12wL2/8 -+ X4bFbCFCrC$h 12(12 X 0.052)L2/8 (0.8)(0.85)(5.36)(0.97)(224) 2 12(0.624)112/8 -+ 1791.9 kip in 2 113.3 kip - in] Shear: AbV' 2 Vu -+ 2/3(A#&)A 2 Lw/~ + 2/3(X&FuCi)A 2 L(12 x 0.052)/2 (0.8)(0.75)(0.54)(1)(84) 2 (11)(0.624)/2 -+ 118.14 kips 2 3.432 kips1 Deflection: SwP/384EI -+ Atdal : 0.05735"(1/2302) : Alive :0.01765" (1/7480) 3.28 B25 (View deck ) 8x20, DFL#l, Q 3.43ksi fb, 1600E, 46341,475.38 Beam Formula 01 L = 17ft, Strib = 13ft, LC05 : O.l22kip~/~f, KO6 : O.OGkips/sf Moment: X&,M' 2 Mu + X&bF$? 12wL2/8 4 ~&,bFbc&cis 2 12(13 X 0.122)L2/8 (0.8)(0.85)(3.43)(1)(475.3) 2 12(1.586)172/8 + 11109 kip - in 2 687.5 kip. in I Shear: &&V' 2 Vu -+ 2/3(A&F:)A 2 Lw/2 -+ 2/3(A&FuCi)A 2 L(13 x 0.122)/2 (0.8)(0.75)(0.24)(1)(146.2) 2 (17)(1.586)/2 -+ 114.04 kips 2 13.48 kips 1 Deflection: 5wP/384EI -+ At-1 : 0.402"(1/508) : Alive :0.1977" (1/1032) 3.29 B26 (Living room window ) 5.125~12, GLB-24F-V4, Q 6.1ksi fb, 1600E, 7381,123s AISC Beam hmuh 01 L = 10.5ft, Strib = 13ft, LC03 : O.llkips/sf, LCo6 : O.OSkips/sf Moment: Af$bM' 2 Mu --+ xq$,FLs 2 12wL2/8 -+ AdbFbCFCrCiS 2 12(13 X 0.11)L2/8 (0.8)(0.85)(6.1)(1)(123) 2 12(1.43)10.52/8 -+ 1510.2 kip - in 2 236.5 kip - in I Shear: X&V' 2 Vu + 2/3(A&Fi)A 2 Lw/~ + 2/3(A&FuCi)A 2 L(13 x 0.11)/2 (0.8)(0.75)(0.545)(1)(61.5) 2 (10.5)(1.43)/2 --+ L13.41 kips 2 7.508 kips] 8 8 Deflection: 5~@/384EI + Atdal : 0.3312"(1/381) : Alive :0.1807" (1/698) 3.30 AISC Beam Formula 01 B27 (Garage, B3, B4 support ) 6.750~21, GLB-24F-V4,@ 6.1ksifb7 1600E, 52091,496.1s LC08 : 0.186kips/s f, L = 24f t, Strib = 12 f t, LCOQ : O.Mkips/s f Moment: Xc#&f' 2 Mu + Xq$,FLs 2 12wL2/8 + X&.FbCFCrCiS 2 12(12 X 0.186)L2/8 (0.8)(0.85)(6.1)(1)(496.1) 1 12(2.232)242/8 4 I2058 kip in 1 1928 kip. in I Shear: XhV' 1 Vu -, 2/3(XA,F;)A 1 Lw/2 -, ~/~(XI$,,F,C~)A 2 L(12 x 0.186)/2 (0.8)(0.75)(0.545)(1)(141.8) 2 (24)(2.232)/2 + 130.91 kips 2 26.78 kips I Deflection: 5w@/384EI + Atdal : 1.999"(1/145) : Alive :0.4299" (1/670) 3.31 J1 (Typical ) 14"-TJI, /PRO-250, E1 = 4.748e + 05in2 - kips, K = 6328 AISC Formula 01 L = 15ft, Strib = 1.33ft, LcO2 : 0.084kips/sf, LcO4 : O.Mkips/s f Moment: A&,hf' 1 Mu + X&crCjM 2 wL2/8 + /!4bcrci8.67 2 (1.33 X 0.084)L2/8 (0.8)(0.85)(1)(8.67) 2 (0.1117)152/8 -, 15.896 kip. in 1 3.142 kip. in I Shear: X&V' 2 Vu -+ Xf$,CiV 2 Lw/~ + AhCi2.7 1 L(1.33 x 0.084)/2 (0.8)(0.75)(1)(2.7) 1 (15)(0.1117)/2 -, 11.62 kips 2 0.8379 kips I Deflection: 5wP/384EI + wp/Kd + Atdal : 0.3157"(1/571) : Alive :0.1503" (1/1198) 3.32 AISC Beam Formula 01 L = 18ft, Strib = 1.33 f t, LC02 : O.O84kips/s f, LCO4 : O.OQkips/s f 52 (Long span ) 14"-TJI, /PRO-350, E1 = 5.85e + 05in2 - kips, K = 6328 Moment: X&,M' 2 Mu -, X4bCrCiM 1 wL2/8 + k$bcrcil0.21 1 (1.33 X 0.084)L2/8 (0.8)(0.85)(1)(10.21) 2 (O.1117)lS2/8 -, Shear: X&V' 2 Vu + X&CiV 1: Lw/2 4 Xq!&2.7 2 L(1.33 x 0.084)/2 (0.8)(0.75)(1)(2.7) 2 (18)(0.1117)/2 + 11.62 kips 2 1.005 kips I Deflection: 5w@/384EI + wP/Kd 4 Atdal : 0.5197"(1/416) : Alive :0.2475" (1/873) 16.943 kip -in 2 4.525 kip. in I 3.33 DJl (Front Deck ) 4x12, DFL#2, Q 2.22ksi fa, 1300E, 415.31,73.838 AISC Beam Formula 01 L = 15 ft, Strib = 2 f t, LC05 : 0.122kips/s f, LCO6 : O.OGkips/s f Moment: X&,hf' 2 Mu + X&&S 2 12wL2/8 + X&FbcFcrCis 1: 12(2 X 0.122)L2/8 (0.8)(0.85)(2.22)(1.265)(73.83) 1 12(0.244)152/8 + Shear: XC#J,,V' 1: Vu -, 2/3(X&F:)A 1 Lw/2 -, 2/3(X&,FvCi)A 2 L(2 x 0.122)/2 (0.8)(0.75)(0.24)(1)(39.38) 1 (15)(0.244)/2 + 13.78 kips 2 1.83 kips I I141 kip. in 1: 82.35 kip-in I Deflection: 5w@/384EI + Atdal : 0.5148"(1/350) : Alive :0.2532" (1/711) 9 3.34 ID# R1 R2 Hip1 B1 B2 B3 B4 B5 B6 B7 B8 B9 B10 B11 B12 B13 B14 B15 B16 B17 B18 B19 B20 B21 B22 B23 B24 B25 B26 B27 J1 52 DJ1 Beam summary Description Family room Porch, typical Porch, typical Garage, small door Garage, large door Master closet floor Master deck floor Laundry/bath floor Laundrylbath rim Bat h/bedroom floor Bedroom rim Bedroom rim support Bedroom floor Porch, typical Master bath, left Kitchen over refrigerator Panel 18 reaction beam Den/guest window Family room !tench doors Family/dining Entry Foyer entry Bedroom over foyer Fireplace header Family room ridge Family room entertainment center Dining window View deck Living room window Garage, B3, B4 support Typical Long span Front Deck span 10 6 8.5 11 16.5 18 21 10 8 8 8.5 8 15 8.5 8 10 12 10 12 20 5.5 10 12 5 18.5 7 11 17 10.5 24 15 18 15 Wb. 2 2 3 11 5 17 5 1 8 1 8 1 3 5 5 9 1 11 12 10 11 6 1 1 10 11 12 13 13 12 1-33 1.33 2 LCOl LCOl LCOl LCOl LC02 LC06 5.4 LC02 1.4 Lco2 0.73 Lco2 LCOl LC03 LCO3 .67 Lco2 Lcol Lco3 Lco5 La2 1.6 2.4 Lcol LCOl LCOl Lco5 LCO3 LCOS Lco2 u=o2 Leo5 165 41 19 16 39 140 9 533 114 75 150 116 133 142 24 183 33 36 51 110 143 609 467 163 192 600 62 116 7 88 54 72 Marginv 157 154 58 21 77 44 188 128 294 80 76 111 175 259 129 23 164 32 63 86 36 141 1224 124 133 89 429 5 79 16 94 62 107 10 Edward W. Marshall, P.E. C38462 2044 Wildhorse Lane Big Bear City, CA 92314-9024 909 584 1190/800 337 7083 Licensed by the Board for Profwional Engineers and Land Surveyon 15:46 31Jul2003 Client: M/M Devins Project: New singlefamily dwelling Address: 1370 Buena Vista Way, Carlsbad, CA (Thomas Guide page 1106, grid EQ) BEAM SCHEDULE ID Size Grade spacing R1 2x10 DFL#2 Q 24 " o/c R22x6 DFL#2 0 24 o/c Hip1 2x8 DFL#2 B1 4x12 DFL#2 B2 4x12 DFL#2 B3 5.125~16.5 GLB-24F-V4 B4 5.125~16.5 GLB-24F-V4 B5 3.125~9 GLB24F-V4 B6 3.5x14.0 PSL-2.OE B8 6x10 DFL#2 B10 1.75x14.0 LVL-1.9E B11 6x8 DFL#2 B12 6x10 DFL#2 B13 6x12 DFL#2 B14 3.5x14.0 PSL-2.OE B15 6x12 DFL#2 B16 6x12 DFL#2 B17 5.25x18.0 PSG2.OE B18 6x10 DFL#2 B19 6x12 DFL#2 B20 3.5x14.0 PSL-2.OE B22 8x16 DFL#1 B23 4x12 DFL#2 B24 5.25x16.0 PSL-2.0E B25 8x20 DFL#1 B7 5.125~9 GLB-24F-V4 B9 3.125~9 GLB24F-V4 B21 5.125~12 GLB-24F-V4 B26 5.125~12 GLB24F-V4 B27 6.750~21 GLB24F-V4 J1 14"-TJI /PR0-250 Q 16" O/C 52 14"-TJI /PRO-350 0 16 " O/C DJ1 4x12 DFL#2 0 24 " o/c LVL - 'IhsJoist Microllam@ LVL, 2,600 fa, 1.9E, NER-481 PSL - TrusJoist Parallam@ PSL, 2,900 fb, 2.OE, NER-481 TJI - 'ItusJoist wood I-joists, NER-200 1 43 Edward W. Marshall, P.E. C38462 2044 Wildhorse Lane Devins Residence Bg Bear City CA 92314-9024 909 584 1190/800 337 7083 1370 Buena Vista Way, Cadsbad, CA 92008 030614 12:35 Licensed by the Soafrl for Pmfessionsl Engineers and Land Surveyors . 49 43 UPSTAIRS Edward W. Marshall, P.E. C38462 2044 Wildhorse Lane Devins Residence Big Bear City CA 92314-9024 909 584 1190/800 337 7083 1370 Buena Wsta Way, Cadsbad, CA 92008 030614 1235 Licensed by the Board for Pmfem'onal Engineers and Land Surveyors . spoolxxx. xxx ~o-Ju~-~oo~ io:4a Page l(ll1 section 0 2003.Jun.20 10:43 (C) 2003 E W Marshall project: DeVinS NSFD Edward w. Marshall, P.E. 909 584 1190/800 337 7083 2044 wildhorse Lane Big Bear city CA 92314-9024 Licensed by the Board for Professional Enaineers and Lend Surveyors Lateral Design segment Table of contents: SECTION DESCRIPTION __~ 1 2 3 4 Input data file. 5 shear panel & holddm sumnary. Diaphragm, reliability factor, & line of force details. shear panel detail, wnd & EQ forces. shear schedule, tie down reference tables. JUL 3 1 2003 1 spoolxxx . xxx 20-JUn-2003 10:48 Page 2(ll) Project : Devi ns NSFD section 1 Edward w. Marshall, P.E. 909 584 1190/800 337 7083 2003.JUn.20 10:43 2044 wildhorse Lane (c) 2003 E w Marshall Big Bear City CA 92314-9024 Licensed by the Board for Professional Enqineers and Land Surveyors shear Panel & HD sumnary ID Lvl Gross Net wind v uplift sched. Mudsill AB ST min ST max Straps -=E--- ---=--- Length EQ/ ~iuc ~ax shear A.B./ [Hold Down options] 11 2+ 1 3+ 1 41 51 6+1 7+ 1 81 9+ 1 10+ 1 11+ 1 12 1 13+ 1 14+ 1 15 1 16 1 17 1 18 1 19 1 20 1 21 1 22 1 23 1 24 1 25 1 26 1 27 0 28 0 29 0 30 0 31 0 32 0 33 0 34+ 0 35+ 0 36+ 0 37+ 0 38+ 0 39 0 40 0 41 0 42 0 43 0 44 0 45 0 46 0 47 0 48+ 0 49+ 0 50+ 0 51+ 0 52 0 -53 0 54+ 0 55+ 0 -56 0 -57 0 58 0 59+ 0 60 0 61 0 62+ 0 63 0 4.5 4.5 4.5 4.5 4.5 4.5 6.0 6.0 5.0 5.0 3.5 3.5 4.5 4.5 4.5 4.5 4.5 4.5 3.5 3.5 3.5 3.5 9.0 9.0 4.5 4.5 4.5 4.5 8.0 8.0 5.5 5.5 9.0 9.0 11.0 11.0 10.0 10.0 1.7 1.7 2.0 2.0 2.0 2.0 1.7 1.7 7.0 7.0 5.0 5.0 8.0 8.0 3.5 3.5 3.5 3.5 2.5 2.5 2.5 2.5 8.0 8.0 12.0 12.0 5.0 5.0 3.5 3.5 3.0 3.0 3.0 3.0 3.7 3.7 3.7 3.7 2.5 2.5 2.5 2.5 8.0 8.0 11.0 11.0 9.0 9.0 5.5 5.5 13.0 13.0 11.0 11.0 10.0 10.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 7.0 7.0 1.5 1.5 2.5 2.5 2.5 2.5 1.5 1.5 1.5 1.5 8.0 8.0 3.0 3.0 8.5 8.5 15.0 15.0 4.0 4.0 7.0 7.0 wi nd wi nd wind wind wind wind wind wind wi nd wind wind wind wind wi nd wind wind wind wind wi nd wind wind wind wi nd wind wind wind wi nd wind wi nd wind wind wind wind wi nd wi nd wind wi nd wind wi nd wi nd wi nd wi nd wi nd wi nd wi nd wi nd wi nd wi nd wi nd wind wind wind wi nd wind wi nd wi nd wi nd wi nd wind wi nd 62 5 260 260 62 5 699 490 629 629 823 640 640 1,646 469 469 729 3,437 4,323 4,547 2,239 503 591 591 503 2,187 2,067 1,250 911 911 651 651 1,800 2,701 1,415 990 1,625 1,625 2,004 2,004 937 937 1,484 3,841 2,026 2,957 2,926 5,914 2,578 773 773 1,397 1,397 2,444 0 95 5 95 5 0 0 95 5 1,492 4,228 4,244 1,031 1,167 1,000 A 60/2x Hn16' LSTHD8 LSTHD8 MSTC40 604 A 60/2x ~n16' LSTHD8 LSTHD8 LSTA36 931 A 60/2x Hm6' LSTHD8 LSTHD8 LSTA36 1,101 A 60/2x Hrr16' LSTHD8 LSTHD8 MSTC40 574 A 60/2x Hrr16' LSTH08 LSTHD8 LSTA36 609 A 60/2x HTT16' LsTHD8 LSTHD8 LSTA36 609 A 60/2x HlT16' LSTHD8 LsTHD8 LSTA36 1,331 A 60/2~ HlT16' LSTHD8 LSTHD8 MSTC4O 540 A 60/2x HIT16' LSmD8 LSTHD8 LSTA36 5,432 E 24/3~ HDQ8 None STHD14 MSTC78 3,508 D 32/3~ HTT22 STHD14 STHDlo MSTC66 3,335 C 36/3~ HlT22 STHDl4 STHDlO MSTC52 1,310 A 60/2~ HIT16' LSTHD8 LSTHD8 MSTC40 -42 A 60/2x _____ ______ ______ ____- -42 A 60/2x _____ ______ -____- _____ 437 A 60/2x ----- ------ ------ ----- 402 A 60/2x _____ ____-_ -_____ ----- 363 A 60/2x _____ ______ ______ _____ 363 A 60/2x _____ ______ ______ _____ 2,601 SW18x9-RF (allowable shear: 710.0 lbs.) 2,590 SW24X9-RF (allowable shear: 1010.0 lbs.) 2,590 SW24X9-RF (allowable shear: 1010.0 lbs.) 2,601 SW18x9-RF (a1 1 owabl e shear: 710.0 1 bs . ) 3,545 C 36/3x HTT22 STHDl4 STHDlO MSTC66 2,482 ~~32x10 (a1 1 owabl e shear: 2460.0 1 bs . ) 2,516 Sw24x10 (allowable shear: 1590.0 lbs.) 2,516 sW24x10 (allowable shear: 1590.0 lbs.) 1,647 A 60/2~ HTT16' LSTHD8 LSTHD8 MSTC4O 1,345 A 60/2~ mT16' LSTHD8 LSTHD8 MSTC4O 2,654 B 48/2~ HTT22 STHDlO STHD8 MSTC52 1,292 B 48/2~ HTT16' LSTHD8 LSTHD8 MSTC40 2,603 D 32/3~ HIT16 STHDlO STHD8 MSTC52 2,603 D 32/3~ HIT16 STHDlO STHD8 MSTC52 2,578 D 32/3~ mT16 STHDlO STHD8 MSTC52 3,909 D 32/3~ HIT22 None STHD14 MSTC66 2,319 B 48/2~ HTT16' STHD8 STHD8 MSTC52 1,126 A 60 2X HTT16' LSTHD8 LSTHD8 MSTC40 2,482 ~~32x10 (a1 c owable shear: 2460.0 lbs.) 4,026 Sw24xlO (allowable shear: 1590.0 lbs.) 4,026 ~~24x10 (allowable sh$ar: 1590.0 lbs.) 2,116 A 60/2X HIT16 STHD8 STHD8 MSTC40 3,107 B 48/2~ W22 STHD14 STHD8 MSTC52 1,936 A 60/2~ HIT16' STHD8 STHD8 MSTC40 5,184 D 32/3~ HlT22 None STHD14 MSTC78 1,796 A 60/2~ HIT16' STHD8 STHD8 MSTC40 6,302 D 32/3x HDQ8 NOW None None 2,228 A 60/2~ Hn16' STHD8 STHD8 MSTC52 1,184 A 60/2~ HTT16' LSTHD8 LSTHD8 MSTC40 1,184 A 60/2~ HTT16' LSTHD8 LSTHD8 MSTC4O 4,207 6 48/2~ HTT22 None STHD14 MSTC66 4,207 B 48/2~ HTT22 None STHD14 MSTC66 3,247 6 48/2~ HIT22 STHD14 STHDlO MSTC52 1,822 C 36/3~ HIT16 STHD8 STHD8 MSTC40 1,822 C 36/3~ HIT16 STHD8 STHD8 MSTC40 4.459 A 60/2x HIT22 None STHD14 MSTC66 0 Panel excluded from calcs. 0 Panel excluded from cal cs . 0 Panel excluded from calcs. 2;382 D 32/3~ HIT16 STHDlO STHD8 MSTC52 4.677 D 32/3~ HlT22 None STHD14 MSTC66 2;304 B 48/2~ HTT16' STHD8 STHD8 MSTC52 1,922 A 60/2~ HIT16' STHD8 STHD8 MSTC4O 1,423 A 60/2~ HTT16' LSTHD8 LSTHD8 MSTC40 1 spool xxx . xxx 20-JUn-2003 10:48 64 0 7.0 7.0 wind 1,167 1,423 A 60/2x ~rr16' LSTHD8 LSTHD8 MSTC40 corner Tiedawn combinations =---- COMBOS [Hold Darn options] ID A B uplift AB ST lnin ST milx Straps A12 634 C 12 13 D 14 15 E 27 64 F 34 35 G 38 39 H 40 41 I 42 43 I 49 50 K 58 59 999 HIT16 ' 603 m16 1,380 HIT16 651 Klf16' 2,860 m22 2,906 m22 5,611 HW8 4,548 m22 3,661 HIT22 4,370 HTT22 5,055 m22 LsTHDc( LSTHDB LSTHDB L$THD8 STUD14 STHD14 me wne STHD14 None None LsMo8 Lsma LSTHD8 LSTHD~ STHDB STHD8 STHD14 STHD14 sm10 STHD14 STHD14 LSTA36 LSTA36 MSTCSO LSTA36 MSTCS 2 MSTC52 MSTC78 MSTC66 MSTC66 MSTC78 MSTC~~ section 1 notes: 1. Tiedown allowables based on 2x6 walls. 2. Hm6' is an Hnl6 installed on a 2x stud. 3. ST rnin is for ST straps installed within 1/2" of corner. 4. sT max requires 2 x le minimum from corner. 24" maximum. 5. simpson strongwall panel per PFC-5485. 6. Tiedown corner combinations calculated by SRSS method. 7. ID prefix key: NO?e Shear panel, typical. 'I- Panel not included in calculations. "g" Gara e panel. 3.5 H w allawed. "s/+" steeq or concrete e c ement. LRFD adjusted. Desi n calculations for element included in main body of structural cavculations. "+" Shear transfer strap detail required at adjacent opening. 8. ID suffix: I spool xxx . xxx 20-lun-2003 10:48 project: Devi ns NSFD section 2 Edward w. Marshall, P.E. 909 584 1190/800 337 7083 2003.JUn.20 10:43 2044 wildhorse Lane (c) 2003 E w Marshall Big Bear city CA 92314-9024 Licensed by the Board for Professional Engineers and Land Surveyors A NO B NO C NO D NO E NO F No G NO H NO I NO 3 NO K NO L NO M NO NNo 0 NO P Yes QNO R NO SNO T Yes u yes v Yes w yes x Yes Y yes z yes 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.0 12.0 12.0 6.0 60 1,200 22.0 24.0 6.0 6.0 528 10.560 21.0 18.0 12.0 6.0 378 7;560 12.0 12.0 0.0 6.0 144 2,880 7.0 13.0 0.0 6.0 91 1,820 15.0 29.0 6.0 6.0 435 8,700 24.0 29.0 12.0 6.0 696 13.920 9.0 22.0 17.0 25.0 9.0 21.0 9.0 14.0 22.0 7.0 38.0 18.0 18.0 14.0 12.0 5.0 1.0 12.0 5.0 0.0 0.0 6.0 10.0 1.0 5 .O 0.0 5.0 0.0 126 484 119 950 162 378 126 2; 520 9,680 1,190 19,000 2,430 5,670 1.890 25.0 14.0 0.0 5.0 350 5;250 10.0 25.0 2.0 2.0 250 2,500 8.0 25.0 5.0 5.0 200 3,000 25.0 26.0 5.0 5.0 650 9,750 9.0 15.0 10.0 5.0 135 2.025 8.0 18.0 2.0 1.0 144 1;440 8.0 14.0 0.0 1.0 112 1,120 8.0 12.0 0.0 1.0 96 960 8.0 6.0 2.0 2.0 48 480 10.0 6.0 1.0 0.0 60 600 23.0 6.0 1.0 0.0 138 1,380 9.0 6.0 2.0 0.0 54 540 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 Re1 i abi 1 i ty Factor Detai 1 -- ---- --i----------- (Story shear) (Max unit shear) (shear Rati 0) Story N/S E/W N/S E/W N/S E/W --- ----I ------- -----I_ ---- -I-- 0 28,336 28,336 329 C p59 406 C p45 0.159 0.197 1 11,798 11,798 267 C pl6 261C p17 0.309 0.300 Reliability factors, N/S = 1.030 E/W = 1.003 (see notes below) Line of Force Detail =--I=--= Raw ASD Rho ID Story ACCel. N/S E/W Avail wind EQ EQ Rho EQ Alignment Net Panel Shear Shear Shear shear 1 2 3 10 11 12 13 14 15 16 17 18 19 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 100% 100% 0% 0% 0% 0% 0% 0% 0% 0% 100% 100% 100% 100% 100% 9.0 17.5 16.0 7.4 5.5 9.0 8.0 7.0 4.5 6.0 10.0 9.0 8.0 20.5 12.0 23.5 16.5 8.0 26.0 521 2,448 6,614 2,187 3,437 937 1,250 2,187 625 62 5 2,239 4,323 729 3,750 3,125 6,649 8,871 955 9,079 144 2,801 5,671 907 1,973 302 1,267 2,174 144 144 1,471 3,278 302 3.017 2 ; 424 6.889 9; 192 1,162 8,059 103 2,001 4,051 648 1,409 2 16 905 1,553 103 103 1,051 2,342 216 2,155 1,731 4,921 6,566 830 5,756 1.003 1.003 1.003 1.003 1.003 1.003 1.030 1.030 1.030 1.030 1.030 1.030 1.030 1.030 1.003 1.003 1.003 1.003 1.003 103 2,006 4,062 650 1,413 217 932 1,599 106 106 1,082 2,411 222 2 , 219 1,736 4,934 6,583 832 5,772 Page 4(ll) i spool xxx . xxx 20 21 22 23 24 25 26 27 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 24.0% 0% 100% 100% 100% 100% 100% 100% 100% 100% 0% 0% 0% 0% 0% 0% 0% 5.0 5.0 14.0 11.5 20.0 42.0 8.0 13.4 20-JUn-2003 10:48 1,875 1,910 2,335 5,720 5,156 9,453 1,484 7,256 610 1,162 2,567 5,196 4,874 8,066 661 5,810 436 830 1,833 3,711 3,482 5,762 472 4,150 1.003 1.030 1.030 1.030 1.030 1.030 1.030 1.030 Elements with Table 164 irregularities Diaphragm GPOSS Base Omega E connection unit shear ID weight Accel. shear Zero mw Length Shear Sched. - ------= t=P - P=-PIP--=DI---m-----=Z P 2,500 24.0% 600 2.80 1,680 25 67 A T 1,440 24.0% 346 2.80 968 18 54 A U 1,120 24.0% 269 2.80 753 14 54 A v 960 24.0% 230 2.80 645 12 54 A W 480 24.0% 115 2.80 323 8 40 A X 600 24.0% 144 2.80 403 10 40 A Y 1,380 24.0% 331 2.80 927 23 40 A z 540 24.0% 130 2.80 363 9 40 A Page 5(11) 437 854 1,888 3,821 3,585 5,932 486 4,273 section 2 notes: 1. Reliabilility/Redundacy factor calculated per 1997 UBC section 1630. See fomu (30-3). sec 1630.1.1. Refer to sec. 1628 for notations. a 2. ASD shear factor = 1/1.4 per sec. 1612.3.1. 3. Total EQ panel shear on a single line of force equals Rho-shear-EQ value. 4. seismic overstrength factor, applied to elements with Table 16-M irregularities. spool xxx . xxx 20-Jun-2003 10:48 Page 6(11) project: Devi ns NSFD Section 3 Edward w. Marshall, P.E. 909 584 1190/800 337 7083 2003.3Un.20 10:43 2044 wildhorse Lane (c) 2003 E w Marshall Big Bear city CA 92314-9024 Licensed by the Board for Professional Enaineers and Land surveyors shear panel Detai 1 , wind Length Pier unit vert. Net sol o composite ID Gross Net Level LOF HQt. v plf OT RM OT uplift uplift ----------^-- ---I- 1 4.5 4.5 2 4.5 4.5 3 4.5 4.5 4 6.0 6.0 5 5.0 5.0 6 3.5 3.5 7 4.5 4.5 8 4.5 4.5 9 4.5 4.5 10 3.5 3.5 11 3.5 3.5 12 9.0 9.0 13 4.5 4.5 14 4.5 4.5 15 8.0 8.0 16 5.5 5.5 17 9.0 9.0 18 11.0 11.0 19 10.0 10.0 20 1.7 1.7 21 2.0 2.0 22 2.0 2.0 23 1.7 1.7 24 7.0 7.0 25 5.0 5.0 26 8.0 8.0 27 3.5 3.5 28 3.5 3.5 29 2.5 2.5 30 2.5 2.5 31 8.0 8.0 32 12.0 12.0 33 5.0 5.0 34 3.5 3.5 35 3.0 3.0 36 3.0 3.0 37 3.7 3.7 38 3.7 3.7 39 2.5 2.5 40 2.5 2.5 41 8.0 8.0 42 11.0 11.0 43 9.0 9.0 44 5.5 5.5 45 13.0 13.0 46 11.0 11.0 47 10.0 10.0 48 3.0 3.0 49 3.0 3.0 50 4.0 4.0 51 4.0 4.0 52 7.0 7.0 -53 1.5 1.5 54 2.5 2.5 55 2.5 2.5 58 8.0 8.0 59 3.0 3.0 60 8.5 8.5 61 15.0 15.0 62 4.0 4.0 63 7.0 7.0 -56 1.5 1.5 -57 1.5 1.5 1 9 9.0 1 1 2.0 1 1 2.0 1 10 9.0 1 2 9.0 1 2 4.0 1 2 4.0 1 2 9.0 1 14 4.0 1 14 4.0 1 14 4.0 1 14 9.0 1 6 5.0 1 6 5.0 1 13 9.0 1 5 9.0 1 12 9.0 1 3 9.0 1 11 9.0 1 4 9.0 1 4 9.0 1 4 9.0 1 4 9.0 1 8 9.0 1 3 9.0 1 7 9.0 0 15 10.0 0 15 10.0 0 15 10.0 0 15 10.0 0 25 10.0 0 25 10.0 0 16 10.0 0 16 5.0 0 27 5.0 0 27 5.0 0 27 5.0 0 27 5.0 0 20 10.0 0 20 10.0 0 26 10.0 0 19 10.0 0 25 10.0 0 17 10.0 0 25 10.0 0 17 10.0 0 24 10.0 0 24 5.0 0 24 5.0 0 19 5.0 0 19 5.0 139 58 58 104 140 140 140 140 183 183 183 183 104 104 91 62 5 480 413 224 296 296 296 296 312 413 156 260 260 260 260 225 225 28 3 283 542 542 542 542 37 5 37 5 186 349 225 538 22 5 538 258 258 258 349 349 349 111 70 70 111 131 70 70 70 70 70 70 70 70 70 70 70 181 70 141 70 70 70 70 141 70 70 70 70 70 70 151 151 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 5,625 521 521 5,625 6,294 1,958 2,518 5 , 665 3,292 2,561 2,561 14,816 2,344 2,344 6,562 30,936 38,904 40,925 20,155 4,523 5,321 5,321 4,523 19,686 18,602 11,249 9,114 9,114 6,510 6,510 18,005 27,007 14,147 4,951 8,123 8,123 10,018 10,018 9,374 9,374 14,843 38,412 20,255 29,570 29,258 59,140 25,780 3,867 3,867 6,984 6.984 ~~ 1,124 709 709 1,998 1,638 429 709 709 709 429 429 2,835 709 709 2,240 1,059 7,330 4,235 7,050 101 140 140 101 3,454 875 2,240 429 429 2 19 219 4,832 10,872 875 429 315 315 479 479 2 19 2 19 2,240 4,235 2,835 1,059 5,915 4,235 3,500 315 315 5 60 560 24 ; 444 4,501 3,627 4,657 1,529 1,809 4,956 2,584 2,132 2,132 11,981 1,635 1,635 4 , 322 29,877 31,573 36,690 13,105 4,421 5,181 5,181 4,421 16,232 17,727 9,009 8,685 8,685 6,291 6,291 13,173 16,135 13,272 4,523 7,808 7,808 9,539 9,539 9,156 9 , 156 12,603 34,177 17,420 28,511 23,343 54 , 905 22,280 3,552 3,552 6,424 6,424 22,729 -188 -188 1,000 -42 -42 604 931 437 402 1,101 5 74 609 609 1,331 363 363 540 5,432 3,508 3,335 1,310 2,601 2,590 2,590 2,601 2,319 3,545 1,126 2,482 2,482 2,516 2,516 1,647 1,345 2,654 1,292 2,603 2,603 2,578 2,578 3,662 3,662 1,575 3,107 1,936 5,184 1,796 4,991 2,228 1,184 1,184 1,606 1,606 3,247 0 18 .................... Excluded panel---------------------- 0 18 10.0 119 70 9,548 2,240 7,308 914 0 23 5.0 497 70 7,461 315 7,146 2,382 0 23 10.0 497 70 42,279 2,529 39,750 4,677 0 16 10.0 283 70 42,440 7,875 34,565 2,304 0 24 8.0 258 70 8,249 5 60 7,689 1,922 0 22 10.0 167 70 11,675 1,715 9,960 1,423 1,000 -42 -42 604 931 437 402 1,101 5 74 609 609 1,331 363 363 540 5,432 3,508 3,335 1,310 2,601 2,590 2,590 2,601 2,319 3,545 1,126 2,482 2,482 2,516 2,516 1,647 1,345 2,654 1,292 2,603 2,603 2,578 3 , 909 4,026 4,026 2,116 3,107 1,936 5,184 1,796 6,302 2,228 1,184 1,184 4,207 4,207 3,247 1,822 1,822 4,459 2,382 4,677 2,304 1,922 1,423 1 spoolxxx.xxx 64 7.0 7.0 0 22 10.0 167 shear panel Detail, Earthquake 1 4.5 4.5 2 4.5 4.5 3 4.5 4.5 4 6.0 6.0 5 5.0 5.0 6 3.5 3.5 7 4.5 4.5 8 4.5 4.5 9 4.5 4.5 10 3.5 3.5 11 3.5 3.5 12 9.0 9.0 13 4.5 4.5 14 4.5 4.5 15 8.0 8.0 16 5.5 5.5 17 9.0 9.0 18 11.0 11.0 19 10.0 10.0 20 1.7 1.7 21 2.0 2.0 22 2.0 2.0 23 1.7 1.7 24 7.0 7.0 25 5.0 5.0 26 8.0 8.0 27 3.5 3.5 28 3.5 3.5 29 2.5 2.5 30 2.5 2.5 31 8.0 8.0 32 12.0 12.0 33 5.0 5.0 34 3.5 3.5 35 3.0 3.0 36 3.0 3.0 37 3.7 3.7 38 3.7 3.7 39 2.5 2.5 40 2.5 2.5 41 8.0 8.0 42 11.0 11.0 43 9.0 9.0 44 5.5 5.5 45 13.0 13.0 46 11.0 11.0 47 10.0 10.0 48 3.0 3.0 49 3.0 3.0 50 4.0 4.0 51 4.0 4.0 52 7.0 7.0 -53 1.5 1.5 54 2.5 2.5 55 2.5 2.5 -56 1.5 1.5 -57 1.5 1.5 58 8.0 8.0 59 3.0 3.0 60 8.5 8.5 6115.0 15.0 62 4.0 4.0 63 7.0 7.0 64 7.0 7.0 1 9 9.0 1 1 2.0 1 1 2.0 1 10 9.0 1 2 9.0 1 2 4.0 1 2 4.0 1 2 9.0 1 14 4.0 1 14 4.0 1 14 4.0 1 14 9.0 1 6 5.0 1 6 5.0 1 13 9.0 1 5 9.0 1 12 9.0 1 3 9.0 1 11 9.0 1 4 9.0 1 4 9.0 1 4 9.0 1 4 9.0 1 8 9.0 1 3 9.0 1 7 9.0 0 15 10.0 0 15 10.0 0 15 10.0 0 15 10.0 0 25 10.0 0 25 10.0 0 16 10.0 0 16 5.0 0 27 5.0 0 27 5.0 0 27 5.0 0 27 5.0 0 20 10.0 0 20 10.0 0 26 10.0 0 19 10.0 0 25 10.0 0 17 10.0 0 25 10.0 0 17 10.0 0 24 10.0 0 24 5.0 0 24 5.0 0 19 5.0 0 19 5.0 0 19 10.0 24 11 11 18 115 115 115 115 108 108 108 108 24 24 28 257 268 254 108 88 88 88 88 228 254 116 14 5 14 5 145 14 5 141 141 210 210 319 319 319 319 87 87 61 222 141 399 141 399 179 179 179 222 222 222 20-mn-2003 10:48 70 149 95 95 149 176 95 95 95 95 95 95 95 95 95 95 95 243 95 189 95 95 95 95 189 95 95 95 95 95 95 203 203 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 11,675 953 103 103 953 5,158 1,605 2,063 4,642 1,948 1,515 1,515 8,766 541 541 2,001 12,717 21,699 25,132 9,737 1,343 1,580 1,580 1,343 14,392 11,424 8,387 5,064 5,064 3,617 3,617 11,299 16,949 10,498 3,674 4.783 4 ; 440 4,440 15,539 1,715 1,509 962 962 2,682 2,200 582 962 962 962 582 582 3,848 962 962 3,040 1,437 9,842 5,748 9,450 137 190 190 137 4,630 1,188 3,040 582 582 297 297 6,496 14,616 1,188 582 428 428 650 650 297 297 3,040 5,748 3,848 1,437 8,028 5,748 4,750 428 428 760 760 2,328 9,960 -556 -859 -859 -1,729 2,958 1,023 1,101 3,681 986 933 933 4,919 -420 -420 -1,039 11,280 ll,857 19,385 287 1,206 1,390 1,390 1,206 9,761 10,236 5,347 4,482 4,482 3,320 3,320 4,803 2,333 9,311 3,092 4,355 4,355 5,248 5,248 1,888 1,888 1,818 18,671 8,864 20,508 10,334 38,142 13,173 2,261 2,261 3,680 3,680 13,212 1,423 -123 -191 -191 -288 592 292 245 818 219 267 267 547 -93 -93 -130 2,051 1,317 1,762 29 709 69 5 69 5 709 1,394 2,047 668 1,281 1,281 1,328 1,328 600 194 1,862 884 1,452 1,452 1,419 1,419 755 755 227 1,697 98 5 3,729 795 3,467 1,317 754 754 920 920 1,887 0 21 .................... Excluded panel---------------------- 0 21 5.0 171 95 2,136 297 1,839 736 0 21 5.0 171 95 2,136 297 1,839 736 0 21 .................... 0 18 10.0 104 95 8,320 3,040 5,280 660 0 23 5.0 332 95 4,984 428 4,557 1,519 0 23 10.0 332 95 28,244 3,432 24,812 2,919 0 16 10.0 210 95 31,495 10,688 20,807 1,387 0 24 8.0 179 95 5.736 760 4.976 1.244 Excluded panel---------------------- 0 18 .................... Excluded panel---------------------- 0 22 10.0 135 95 9;438 2,328 7;lll 1 ; 016 0 22 10.0 135 95 9,438 2,328 7,lll 1,016 1,423 -123 -191 -191 -288 592 292 245 818 219 267 267 547 -93 -93 -130 2,051 1,317 1,762 29 709 695 695 709 1,394 2,047 668 1,281 1,281 1,328 1,328 600 194 1,862 884 1,452 1,452 1,419 1,965 662 662 97 1,697 98 5 3,729 795 3,496 1,317 754 754 1,629 1,629 1,887 736 736 2,707 1,519 2,919 1,387 1,244 1,016 1,016 , spool xxx . xxx 20-Jun-2003 10:48 Page 8(ll) Project : Devi ns NSFD section 4 Edward w. Marshall, P.E. 909 584 1190/800 337 7083 2003.JUn.20 10:43 2044 wildhorse Lane (c) 2003 E w Marshall Big Bear city CA 92314-9024 Licensed by the Board for Professional Enqineers and Land Surveyors Input Data #### Project Data Project: Devins NSFD Run Description: mi ti a1 fl oorplan , Time-stamp: <2003JUn2O 10: 43 : 13> #### -== -- Diaphragm Data ID Level A 1 B 1 C 1 D 1 E 1 F 1 C 1 H 1 I 0 J 0 K 0 L 0 M 0 N 0 0 0 P 0 Q 0 R 0 5 0 T 0 U 0 V 0 W 0 X 0 Y 0 z 0 #### gnaw Dw 20 20 0 20 0 20 0 20 0 20 0 20 0 20 0 20 0 10 0 20 0 15 0 15 0 15 0 15 0 10 0 15 0 15 0 15 0 10 0 10 0 10 0 10 0 10 0 10 0 10 0 wind 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 17.36 Diaphragm wind Integration Data Parent %,ID (%,ID. . .) A 1oo.A B 100 ; B C 100 c D 100, D E 100 E F 100, F G 100, G H 100, H I 100 I J 100,J K 100, K L 100, L M 100, M N 100, N 0 100,o P 100, P Q 100, Q R 100, R S 100, s T 100 ,T U 100, u V 100,v W 100, w X 100,x Y 100 ,Y z 100,z #### Diaphragm EQ Integration Data Parent % ID (%,ID.. .) A 100, A NSLeng 5 22 21 12 7 15 24 9 22 17 25 9 21 9 25 10 8 25 9 8 8 8 8 10 23 9 EWL 12 24 18 12 13 29 29 14 22 7 38 18 18 14 14 25 25 26 15 18 14 12 6 6 6 6 .eng ~1 ate 9 9 9 9 9 9 9 9 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 NSWHt 12 6 12 0 0 6 12 12 5 1 12 5 0 0 0 2 5 5 10 2 0 0 2 1 1 2 EWHt 6 6 6 6 6 6 6 6 10 1 5 0 5 0 5 2 5 5 5 1 1 1 2 0 0 0 T16-M NO NO NO NO NO NO NO NO No NO NO NO NO NO NO NO No NO Yes Yes yes Yes yes Yes Yes Yes Tl6LOF Y 0 B 0 Y 0 Y 0 B 0 Y 0 Y 0 B 0 Y 0 Y 0 Y 0 Y 0 Y 0 B 0 * 0 B 15 Y 0 Y 0 Y 0 Y 19 Y 19 Y 19 Y 27 Y 27 Y 27 Y 27 Y i spoolxxx. xxx B 100,B C 100, c D 100.0 E 100,E F 100, F G 100, G H 100, H I 100, I 3 100,J K 100, K L l00,L M 100, M N 100, N 0 100,o P 100, P 100 Q 100, R Q R S 100, s T 100, T U 100, u V 100, v W 100,w X 100, x Y 100, Y Z 100,z ### Line of FOPCe Data LOF 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 #### Panel Data Panel LOF 1 9 2 1 3 1 4 10 5 2 6 2 7 2 8 2 9 14 10 14 11 14 12 14 13 6 14 6 15 13 16 5 17 12 NS% 0 0 0 0 0 0 100 100 100 100 100 100 100 100 0 0 0 0 0 0 100 100 100 100 100 100 100 EW% 100 100 100 100 100 100 0 0 0 0 0 0 0 0 100 100 100 100 100 100 0 0 0 0 0 0 0 Length 4.5 4.5 4.5 6 5 3.5 4.5 4.5 4.5 3.5 3.5 9 4.5 4.5 8 5.5 9 v/w 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 PLateH 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 %,ID 50,A 50,A 50, B 50,C 50,G 50,H 50,B 50,B 50,A 50,A 50,C 50,D 50,H 50,F 50,K 50,J 50,J 50,1 50,I 50,s 50.1 50,J 50, I 50,L 50,K 50,s 50,P voids 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20-JUn-2003 10~48 (%,ID.. .) 50,B 50,C 50,H 50,C 50,D 50,E 50,G 50,K 50,L 50,M 50,Z 50,K 50, J 50,M 50,O 50,V 50,Q Pi erH 9 2 2 9 9 4 4 9 4 4 4 9 5 5 9 9 9 50,D 50,D 50,E 50,F 50,H 50,~ 50,M 50,0 50,1 50,N 50,P 50,R wert 111 70 70 111 131 70 70 70 70 70 70 70 70 70 70 70 181 50,~ 100,E 50,G 50,N 50,N 50,R 50,M 50,0 50,Q 50,5 Evert 149 95 95 149 176 95 95 95 95 95 95 95 95 95 95 95 243 50,F 50,G 1W,P 50,Q 50,O 50,Q 50,s 100,T 50,N 50,T 50,T 50,U 50,R 50,U 100,w 100,x (%,ID.. .) l00,W 50,X 50,R 50,X Y 100,u 100,v Y 50,V 100, Y 100, z I I . spool MX . XXX 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 -53 54 55 -56 -57 58 59 60 61 62 63 64 #### 3 11 4 4 4 4 8 3 7 15 15 15 15 25 25 16 16 27 27 27 27 20 20 26 19 25 17 25 17 24 24 24 19 19 19 21 21 21 21 18 18 23 23 16 24 22 22 11 10 1.7 2 2 1.7 7 5 8 3.5 3.5 2.5 2.5 8 12 5 3.5 3.0 3.0 3.7 3.7 2.5 2.5 8 11 9 5.5 13 11 10 3 3 4 4 7 1.5 2.5 2.5 1.5 1.5 8 3 8.5 15 4 7 7 9 9 9 9 9 9 9 9 9 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 Corner Tiedown combinations ID panel A Panel B A 1 2 B 3 4 C 12 13 D 14 15 E 27 64 F 34 35 G 38 39 H 40 41 I 42 43 3 49 50 K 58 59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20-JUn-2003 10:48 9 9 9 9 9 9 9 9 9 10 10 10 10 10 10 10 5 5 5 5 5 10 10 10 10 10 10 10 10 10 5 5 5 5 10 10 5 5 10 10 10 5 10 10 8 10 10 70 141 70 70 70 70 141 70 70 70 70 70 70 151 151 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 95 189 95 95 95 95 189 95 95 95 95 95 95 203 203 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 Page lO(ll) 100 1 3.2 100 13 100,14 100 15 100 1 19 100 1 20 100 23 100,25 , . spool~x.xxx 20-JUn-2003 10:48 Project: DeVinS NSFD section 5 Edward w. Marshall , P.E. 909 584 l.l90/800 337 7083 2003.JUn.20 10:43 2044 wildhorse Lane (c) 2003 E w Marshall Big Bear City CA 92314-9024 Licensed by the Board for Professional Engineers and Land Surveyors shear schedule, Tie wwn Table Ti me-stamp : <2003Mar19 11: 36 :Ob Allowable shear for wind or Seismic Forces, structural I Panels, Table 23-11-1-1 values, 1997 UBC (notes 1, 2, 3) Framing [---REQUIRED SPACING, INCHES---] shear 15/32" APA member 5/8" Slll Panel Shear Struct. I thickness A.B. LTP4 LSSO Nailing callout vmax sheathing (note 2,4)(note 5)(note 6)(note 7) 16d e--- -- - A 280 8d*-6"o.c. 2x 60 18 48 8 B 350 8d*-4"o.c. 2x 48 16 48 5 C 430 8d*-4"0.c. (8) 3~ 36 12 24 5 D 550 8d*-3"o.c. (8) 3~ 32 9 16 4 E 730 8d*-2"o.c. 8) 3~ 24 7 10 3 D-D 1,100 8d*-3"0.~. 16 (8) 4 8 E-E 1,460 8d*-2"o.c. F-F 1,740 10d-2"O.C. * use 1Od nails when nailing through fire wall (when required). NOTES : 1. Panel ed es blocked, 16" stud spacing, camon, not sinker, nails or al- vanized %ox nails. see table for minimum member thickness at panel e$es. 2. 5/8" T1-11 nailed throu h 5/8" section ma be used. 3x members at joints. 4. Foundation sill plates 81 all framing members receiving edge nailing from abutting panels. Connnon sill plates, with a single panel 2x member O.K. 5. 2 x 2 x 3 16 plate washers are required at all anchor bolts. 7. Eave block to plate. (1) ~1 seismic tie required at each truss/rafter. 8. staggered. 9. See plan for specific detail, 10. (2) rows at table spacing. wuble blocking/double rim. Allow. TenSiOn, simpson StrongTie Holddqwns, Straps, Catalog C2002(11,12,13,14) T max oldo own stud Bolt CL 50 Rod T max strap stud F 870 l0d-2"o.c. i8) 3x 18 6 8 3 4 10 3 Loj 8 3 ::t# 3 (10 3. 12" O.C. spacing in fie 9 d, typical all caylouts. 6. Eave bloc c to plate in addition to (1) Hl seismic tie at each truss/rafter. - 2x6 nominal dimension walls - Anchor Threaded -7 -i---.- -=--- 3u -. -- 2,416 HTr16'(15) 2x6 SSlB24 1-3/8 1/2 16 5/8 1,OOo LSTA36 2X 2,609 HTr16 3x6 SSTB24 1-3/8 1/2 i$ 5/8 2,145 MSTC40 4~ 5,190 HlT22 3x6 SSTB24 1-3/8 1/2 16) 5/8 3,375 MSTC52 4~ 8,229 HDQ8 3x6 SSTBL28 1-1/4 2 3/8 7/8 5,035 MsTC66 4x 11,080 HD14a (17) 4x6 1 x 42 2-3/16 5/8 1 5,855 MSTC78 4x 15,305 HD15 (17,18) 6x6 1-1/4 X 44 2-1/8 3-5/8 1-1/4 NOTES: 11. see simpson strongrie catalog for manufacturer's written instructions. 12. washers are required under stud bolt nuts. 13. SO = Min. plate standoff height, CL = Stud face to bolt centerline. 14. 4x6 & 6x6 studs shall be DFL X2 or Construction grade or better. 15. 16d sinkers assumed. 16. Estimated. 17. use threaded rod with two nuts and a washer embedded 36" minimum. 18. HD15 requires standard washer between base plate and nut. Edward W. Marshall, P.E. C38462 03- 17-19 909 585 82441800 337 7083 P.O. Box 2633 Big Bear City, CA 923142633 Licensed by the California State Board for Professional Engineers and Land Surveyors 1304 05Mar2004 (. Richard Koehler Koehler Builders 408 E. 5th AVE Escondido CA 920254311 RE: Construction option, Devins residence, 1370 Buena Vita Way, Carlsbad Dear Mr. Koehler, You have requested my approval for the following construction option for the above project: 0 Substitute 4x12 DFL #2 deck joists spaced at 24” O/C with double 2x12 DFL #2 joists at 12” o/c. This option is acceptable. The revised calculation appears below: DJ-1 (Devins deck ) 2x12, DFL#2, Q 2.22ksi fa, 1600E, 1781,31.468 AIsc E~XQI Formula-01 L = 16 ft, Strib = 0.5 ft, LC03 : 0.1224kipsls f, ASD : O.O82kips/s f Moment: (0.8)(0.85)(2.22)(1)(31.46) 2 12(0.0612)162/8 + 47.49 .k$t,M’ 2 Mu + x&bF;s 2 12wL2/8 + &&,bF bcF’c&is 2 12(0.5 x 0.1224)L2/8 Xlp. ZII 2 23.5 Xlp. 171 Shear: A+,,V’ 2 Vu --f 2/3(&b&)A 2 Lw/2 --+ 2/3(A+,,F!Ci)A 2 L(0.5 x 0.1224)/2 (0.67)(0.8)(0.75)(0.27)(1)(16.88) 2 (16)(0.0612)/2 ---f 1.832 kips 2 0.4896 krps (ASD reaction = 328 Ib.s) Deflection: 5w@/384EI 4 Amd, totd :0.2123” (1/905) p.i.=89.68% Please contact me at 800 337 7083 if you have any questions regarding the above. Edward W. Marshall, P.E. 1 * FEB-18-2884 18:17 PM SnflUEL WRIGHT I 1 4 768 728 7634 P. 83 kina SFD 1370 Bwna Vi Way, Carkbad revised26040213 3 7004 EAST COUNTY SOIL coNsur;rxrroN AND ENGlNEERXNG, JNC. 10925 Hartley Road, Suitc I Santee, California 92071 (619) 258-7901 Fix 258-7902 Joe & Iiz Dcvins 68 1 8 Cortc Diego Carisbad. California 92009 Scptembcr 2,2003 Project No. 03-1 206E4(A) Subject: Addendum to Lirniicxl Sitc Investigation Propsed Two-Story, Single-Family Residence 1370 UU~M Vista Way City of Carlsbad, Culifornia Refercnce: "Limited Site Investigation, Proposcd Two-Story, Single-Family Residence, 1370 Buena Vista Way, City of Calsbad, California", Project No. 03-1106E4, Prepared By East County Soil Consultation and Engineering, lnc., Dated July 16,2003. b Dcar Mr. & Mrs. llcvins: In aworrtancc with your request, wc have prepared this addcndum to provide an altemtive to the grading recommendations for the proposed single-family rcsidcnce at the subject site. In lieu of the 3-foot overexcavation and mompaction of the building pad, the foundations may be extended to thc dense sandstone oT the Tcnacc Deposit Formation located approximately 3 fcct below existing &e. I'hc foundation excavations should bc observed by a reprcse~tive of OUT firm to verifL proper width mid depth into competent bring sods. II'wican of any I'urthcr assistance, please do not hcsitate lo contact our office. 1 Rcspect Cully submitted, RCU 54071 MSDhd !. FAX:619 258 7902 PAGE 1 EAST COUNTY SOIL CONSULTATION AND ENGTNEERING, INC. 10925 HARTLEY ROAD, SUITE “I” SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 298-7902 Joe & Liz Devins 6818 Corte Diego Carlsbad, California 92009 July 16, 2003 Project No. 03-1106E4 Subject: T,imited Site Investigation Proposed Two-Story, Single-Family Residence 1370 auena Vista Way City of Carl.sbad,, California Dear Mr. h Mrs. Devins! In accordance with your request, we have performed a limited Investigation of the soil conditions at the subject site. The investigation was undertaken to provide the soil engineering criteria for site grading and recommend an appropriate foundation system for the proposed residence. Our investigation found that the proposed building pad is underlain by topsoil and colluvium to a depth of 3 feet below existing grade. Medium dense tu dense sandstone of the Terrace Deposits Formation. was underlying the colluvium. It is our opiriion that the proposed development is feasible provided the recommendations herein are implemented during construction. Respectfully scbmitted, Gc 4 RCE 54071 t , JUL-lb-Uj WED 03:57 PM ECSCandE INC FAX419 258 7902 PAGE 2 I br DEVINS PROJECT NO. 03-1 106E4 This is to present the findings and conclusions of a soil investigation for a proposed two-story, single-family residence to be located on the north side of Buena Vista Way, in the City of Carlsbad, California. The objectives of the investigation weze to determine the existlng soils conditions and provide recornendations for the proposed construction. In order to accomplish these objectives, three (3) exploratory holes were drilled to a depth of 5.0 feet; undisturbed and loose hag samples were obtained, and laboratory tests were performed. The subject site is located on the north side of Buena Vista Way, in the City of Carlsbad, California, It is presently occupied with a single story house and a detached gaxage that will be demolished. The property is relatively level with gentle slopes to the west. Vegetation consisted of a few trees, shrubs and grass. It is our understanding that the proposed construction will include a two-story, wood-framed, single-family residence. The structure will be founded on continuous foctings with a slab-on- grade floor. On June 12, 2003, three (31 exploratory holes were drilled to a depth of 5.0 feet with a hand auger. The approximate locations of the holes are shown on the attached Plate No. 1, entitled "Location of Exploratory Borings" . A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet'', The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 3 entitled "Uniform Soi? Classification Chart". 2 PAGE 3 Topsoil and colluvium were encountered tb a depth of 3 feet below existinq grade. These soils generally consisted of brown, silty sand with a loose to medium dense consistency and low moisture content. The colluvium was underlsin by medium dense to dense sandstme af the Terrace Deposits Formation. An expansion index test was performed on a sample of the colluvium to determine volumetric change characteristics with change in moisture content,, AT expansion index of zero indicates a very LOW expamion potential for the foundatitn soils. Groundwater was not encountered during the course of our investigation. Static Groundwater is anticipated at depths greater than 150 feet. We do not expect grosndwater to affecr, the proposed development. A review of the available geological literature pertaining to the sFte indicates the existence of the Rose Canyon Fault Zone approxinakdy 8,0 Km to the west. Ground shaking from this fault or one of the major active faults i;? the region is the most likely happenir,g to affect the site. With respect to this hazard, the site is camparabIe to OtriCrS in the general area. The proposed xesidential structure should be designed in accordance with seismic design requirements of the 199? Uniform Buildiag Code or the Structural Engineers Association of California using th? following seismic design parmeters: 3 ,JUL-16-$3 WED 0?:59 PM ECSCandB INC '. FAX:6t9 258 7902 PACE '1 Based on the absence of shallow groundwater and the consistency of! the underlyirLg Terrace Deposits, it is our opinion that the potential for liquefaction is very low. The following conclusions aRd recormendations are Sased upon the analysis of the data and ififormation obtained from our zcil investigation. This includes visual inspect ion; field investigation; 1.abaratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential developont provided the recormendatians set forth are implemented during construction. Site grading should begin with cleating arid grubbim, e.g. the rerrovai of the existing structwe, vegetatior. and deleterious materials. In tho area of the proposed two-story residence, the subgrade soils extending to a depth of three (3) feet below existing grade should be ovecexcavated, moisture conditioned within 2 percent aver optinurn and compacted to a minimum of 9C percent relative compaction. The overexcavation should extend a minimum of five (5) feat beyond perimeter footings. Areas of associated improvements such as driveways should be overexcavated to a mifiimum depth of ttJa (2) feet below existing grade and compacted as above. The actual depth and extent of sernaval should be evaluated in the field at the time of excavaLion by a representative of this firm, Grading should be performed in accordance wicn the attached appendix A. a. Ccntinuous footings arc SuitSblc for us2 and should extend a minimum of I$ inches for the two-story residence into the compacted fill soiLs. These foctings should be at least 15 inches ir, width arid reinforced with four Y4 steel bars; two bars placed near the top of the footifigs and the other two bars placed near the bottom of the footings, b- Concrete floor slabs skould be a minimum of 4 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on cebter each way. Slab reinforcement shoilld be placed within the middle third of the slab by supporting the steel on chairs or concrete blocks ''dobies". The siab should be undezlein by 2 inches of clean sand over a IO-rn~l. visqueen Eoisture barrier. The effect of concretc snrinkaqc will resuit in cracks in virtually all 4 .JUL-16-03 WED 03:59 PM ECSCandE INC t;iU:619 258 7902 I. ' DEv7NS PR€V.CTNO. 03-1106E4 \r* PAGE 5 concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. c. Where moisture sensitive floor coverings are anticipated over the slab, the 10-mil plastic moisture barrier should be underlain by a capiliary break at least 4 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the a200 sieve, d, An allowable soil bearing value of 2,000 pounds per square foot may be used for the deJign of continuous and spread footings founded a minimum of 18 inches into properly compacted fill sQil5. This value may be increased by 1,300 psf and 700 psf for each additional foot of depth and width, respectively to a maximum value of 4000 lb/ft2. e. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 300 pounds per square foot per fOQt of depth may be used. A coefficient of friction of 0,40 is recommended. The soils passive pressure as well as %he bearing value may be increased by 1/3 €or wind and seismic loading. Settlement of compactad fill soils is normal and should be anticipated. Because of the type and thickness of the fill soils and the LighT: building loadsl the settlement should be within acceptable limits, Excavations for on-site utility trenches may be made vertically far shallow depths and must be eitner shored or sloped at 1H: 1V for depths greater than 4 Pact. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one €oat over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which shodd be placed in thin lifts, moisture conditioned and compacted to at least 90 % relative compaction. 5 .JUL-16-03 WED 04:OO PM ECSCandE INC I I 7902 PAGE 6 Adequate measures should be undertaken to properly finish grade the site after the structure and other improvements aEe in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natural drainage for this area. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level crf the bearing soils under the foundations, footings and floor 318bs, which may otherwise result in undermining and differential settlement of the structures and other improvements. The recommendations provided in this report pertain only to the site investigated and based upon the assumption that the soil conditions do not deviate from those disclosed in the holes. If‘ any variations or undesirable conditions are encountered during construction, or if the proposed construction will significantly differ from thac planned at the present time, East County Soil Consultatlon and Engineering, Inc. should be: notified sa that supplemental recommendations can be provided. Plates No. 1 through 3, Page L-1, References, and Appendix A aEe parts of this report. Respectfully submitted, RCE 54071 MSD/md 6 C. ,JUL-16-03 WED 04:OO PM ECSCandE INC PAX:619 258 7902 PACE 7 T- I I JUT,-16-03 YED 04:Oi ?M ECSCandE INC FAX:619 258 7902 PEPTH SOIL DESCRIP'PiON PAGE 8 Y M 90.5 4.7 112.1 5.4 DEPTH SOIL DESCRIPTION Y M BORING NCI. 3 SurIdce T0090IL brown; eryr l00!3s, silty fine graiArd sac2 w:th rocklets tar., dry Lo maiat, loose to medium dense, fins grained silty sand (SM) reddish brown, mois:. rnediiam dense to der.sy, fins yzaincd silty smc? (SM) 1.0' COLLWIUM (Qail 3.0' TERRACE bER0STTS (Qt?) 5.0' bottom at boriny, no cavinq, no groundwater boring backfi .LJ.nc! 6/12/03 7 J'JL-16-03 WiD 04:Cl PM ECSCindE INC PAX:619 258 7902 PAGE 9 S I .. I COARSE GRAINED SOILS (MORE H OF SOIL > NO, 200 SIEVE SKE) I HXGKLY ORG A: W6LL GRADED GRAVEU ORGRAVEL- SAND POORLY GWD GRAVELS OR GRAVEL-SANP (MORE WAh' % OF COARSE FRACTION >NO. 4 SIEVE SlLTY CIRA'ELS. artruELSWT MIXTURES ORGANK SILTS ;rND ORGAMC SLTY CLAYS OF I LOWPIdtUTIcrn . I---. MH ll'iORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SLTY SOUS, !lM'nC SILTS SILTS & n Y L :0 8 .JUL-16-03 WET) 04:02 PM ECSCandE !NC FAX:619 258 7902 PAGE 10 1 I DEV1.S PRUJECT NO. 03-1106E4 PAGE L.1 LABORATORY TEST RESULTS USIJT~TS OF EXPANSION MIDFX TEST An expansion test in conformance with ASTM D4829 was pcrfonned on a representative sample of on-site sails to determine volumetric change charact&stics with change in moisturc content The recorded expansion of the sample is prescntcd as follows: 8 .O 15.9 117.5 0 B- 1 @2.0’ KI?SWI,TS OF PARTICLE SlzE ANALYSIS (ASTM D-422) 8 ,JUL-lb-Uj WEU 04:ilil PM ECSCandE INC 1 FAX:619 258 1902 PAGE 11 I. DEVlNS PROJECTNO. 03-22lldEJ REFERENCES 1. "1997 Edition, Uniform Building Caae, Volume 2, Structural Engineering and Design Provisions". 2, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada", Page 0-36, used Mith the 1997 Edition af the Uniform Building Code, Published by International Conference of Building Officials. 3. "Geologic Maps of the Noithwestern Part of San Diego County, California. Plats No, 1, Geologic Maps of the Oceanside, San Luis Rey and San Elarcos 7.5' quadrangles", by Siang SI Tan and Michael P. Kennedy, 1996. 9 JUL-lb-Uj WEU U4:Uj I'M ECSCandE INC '. ' '. FAX:619 258 7902 PAGE 12 EAST COUNTY SOXL CONSUIITAl[ropJ AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE X SANTEE, CALIFORMA 92071 (619) 258-7901 APPENDXX A RECO-DER EARTHWORK SPECIFICATIONS 1. Genera1 Description The iaterlt of these specifications is to obtain uniformity and adcquate strength in filled gkund 90 that the proposed structures may be safely supported. The proccddurcs include the clearing aad preparation of the land to lx filled, processing the fill soils, the spreading, and compaction of the Nled mas to conform with the lines and grades as shown on the approved plans. 'i'hc owner shall retain a Civil Engineer quarificd in soiI mechanics (herein refend to as engineer) to inspect and test earthwork in accordme with these spec$cations. "he engineer shall advise the owner and grading contractor immediately if any wattisfactory conditions are observed to exist and shall have he authority to Eject the compacted filled ground until such he that corrective measures are taken, necessary to comply with the specifications. It shall bc the sole responsibility of the grading contractor to achieve the specified degree of compaction. 2. Preparing Arcas to be Fillcd (a) All brush, vegetation and any biodegdabk refuse shall be removed or otherwise disposed of so as to leave the areas to bc filled free of vegetation and dcbris. Any uncompacted filled ground or loose cornpressibk natural ground shall be removed unless the report rtcommcn& atherwise. Any buried tanks or other struchrw shall be removed and the depression backfilled to the satisfaction or the engineer. (b) Ihc natura[ ground which is determincd to be. satisfactory for the suppart of the fihd gowd shall then bc plowed or scarified to a depth of ot least 12 inches (12"). (c) Mer the natural ground has been prepared, it shall thcn be brought to the proper moisture content and compacted to not less h 90 perccnt of inaximuni dry density in accordance With ASTM D1557-91. (d) Where fills arc made on slopes greater than 20 percent, horizontal benches shall be cut into the firm natural ground. The initial bench at the toe of the fill shall be at least 15 feet in width on firm undisturbed natural ground. The width of all succeeding benches shall be at least 6 feet. FAX:619 258 790'1 APPENDIX A PAGE ?3 2 3. Fill Materials Ail material shall be approved by the cngintcr and shall consist of materials free from vegetable matter, and other lumps grater than 6 hcha in dimnetcr. If, during grading operations, soils arc found which were not encountered a?d tested in the preliminary investigation, tests on these soils shall be pcrformd to dctcrmine their physical chamtwistics. Any special treatment rtcomendcd & the prelirnitlgry or subscqucnt soils reports not covered herein shall become an addendum to thcsc spccifications. 4. Placing and Compacting Fill Materials (a} When the moisture content of the fill material is below that specified, water.shaI1 be added until the moisture content is near optimum to msuw unifonn mixing and effective compaction (b) When the moisture coritent of thc fill materials is ahve that specified, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is near ~ptim~n as specified. (c) After processing, thc suitablc fiti rnabcrials shall be placed in layers which, when compacted, shall nut CXC~ six inches (6"). Each layer shall be spread evenly and shall be thoroughly mixed during the sprcading insure uniformity of mattrids and moisture in each layer. (d) AAer each layer bas been placed, mixed and spread cvdy, ii shd be thoroughly compacted to not less than the density set forth in paragraph 2 IC) abavc. Compaction shall be acccomplished with qpmvaI types of compaction equipment Rolling shall be atMunplishcd .wtdle the fill material is aL the specitled moisrure content. In pke density tests shall be pcrformed in accordance with ASTM D1556-90. (e) The surfaces ofthe fill slopes shall be compacted by mems of shccpsfoot rollers DT other suitable equipm.enu. Compacting opcrarions shall be continued untit the slopes me stable and until there is AO rrpprecia.bit: amount of loose soil on the stopes. 5. Inspcction Sufficient inspection by ow fim, or thc Soil's Ehgincer of record and/or hislher representative shall be mainhind during the filIing and compacting options so that hdshe can vcrify that the fill was constructed in accordancc with the accxpterl specifications. 6. Seasond Limits NO fili material shaU be placed, qread, or roiled if weather conditions increase the moisture contcnt abovc pcrmissible limits. When the work is interrupted by rain, fill operations shall not bc resumed until the moisture content and density of fill are as previously specified. All recommendations presenled in the attached report a~z a pm of thcse specifications. 2 Joe 8 LR Devins 6818 Corte Dieso Carlsbad, Callforn;a 92009 EAST COUNTYSOIL CONSULTATION AND ENGM3ER/NG, INC. 10925 HARTLEY ROAD, SUKE 'Y' SANTEE, CAUFORNM 92071 (VS) 258-7W1 F~x 258-7902 June 3,2003 Subject Proposal for Limited Site Investigation Report Proposed Two-Story, Slngle=Famiiy Residence 1370 Buene Vista Way, City of Carlsbad, California Dear Mr. Brenner: In accordance with your request, we have performed a limited investigation of the soil conditions at the subject site. The investigation was undertaken to provide the soil engineering criteria and recommend an appropriate foundation system for the proposed additions to the existing residence. Our investigation found that the site is underlain by alluvium (Qal) to a depth of approximately 5.0 feet. Below the alluvium, dense Terrace Deposits (Qt) were encounzered. It is our opinion that the proposed additions are feasible provided ' the recommendations herein are implemented during construction. Respectfully submitted, V Mamadou Saliou Diallo, P.E. RCE 54071 MSD/jm I ' .' .- BRENNER PROJECT NO. 02-1 106B2B ** INTRODUCTION This is to present the findings and conclusions of a soil investigation for the proposed additions to the existing single family residence located on the south side of Oceanside Boulevard, in the City of Oceanside, California. The objectives of the investigation were to determine the existing soils conditions and provide recommendations for the proposed construction. In order to accomplish these objectives, two exploratory holes were excavated to a maximum depth of 5.5 feet; undisturbed and loose bag samples were obtained, and laboratory tests were performed. SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the southeast corner of Oceanside Boulevard and Tait Street, in the City of Oceanside, California. The site including a single-story residence is relatively level and drains to the west. Similar development surrounds the property. The proposed construction consists of a second story addition and a two-story .extension to the existing house, along with a one-story addition to the existing garage. It is our understanding that the additions will be founded on continuous footings with slab-on-grade floors. FIELD INVESTIGATION Two exploratory holes were excavated to a depth of 5.5 feet with the use of a shovel and a hand auger on September 30, 2002. The approximate locations of the exploratory holes are shown on the attached Plate No. 1, entitled "Location of Exploratory Holes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on the attached Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 3 entitled "Uniform Soil Classification Chart". 2 ’,* .. PARAMETER Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor. Nv BRENNER PROJECT NO. 02-1 I06B2B VALUE UBC REFERENCE 0.40 Table 16-1 SD Table 16-J 0.44 Table 16-4 0.77 Table 16-R 1 .o Table 16-S 1.2 Table 16-T SUBGRADE CONDITIONS Alluvial soils (Qal). were encountered to a depth of approximately 5.0 feet. These soils generally consist of sandy clay/clayey sand with a higher moisture content and a stiff/dense consistency. Dense Terrace deposits (Qt) were underlying the alluvium. EXPANSIVE SOILS An expansion index test was performed on a select sample of the alluvial soils to determine volumetric change characteristics with change in moisture content. An expansion index of 98 indicates a high potential for expansion. GROUNDWATER No groundwater was encountered during the course of our investigation. The site is approximately 60 feet above mean sea level. We do not expect groundwater to affect the proposed development. However, oversaturated ground conditions at shallow depths were observed due to excessive landscape watering or unforeseen causes. Mitigative measures are discussed in the drainage section of this report. GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Newport-Inglewood Fault Zone approximately 6 Km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed additions should be designed in accordance with seismic design requirements of the 1997 Uniform Building Code or the Structural Engineers Association of California using the following seismic design parameters: 3 . *. BRENNER PROJECT NO. 02-1 106B2B Based on the absence of shallow groundwater, type and consistency of the subgrade soils, it is our opinion that the potential for liquefaction is low. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes visual inspection; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed improvements provided the recommendations set forth are implemented during construction. FOUNDATION AND SLAB The following recommendations are based on the high expansion potential of the foundation soils. If imported, non-expansive soils are used as a 3-foot fill blanket, standard size footing may be implemented. a. Continuous footings are suitable for the proposed one and two- story additions. Exterior footings should extend a minimum of 30 inches into the native soils and be at least 12 and 15 inches in width, respectively. Reinforcement should consist of four #5 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Interior footings should be at least 18 inches deep and reinforced as above. Another alternative to the conventional foundations and slabs is the post- tensioned slabs designed by the project structural engineer. b. Concrete floor slabs should be a minimum 5 inches thick. Reinforcement should consist of #4 bars placed at 16 inches on center each way. Slab reinforcement should be placed within the middle third of the slab by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier and a capillary break at least 4 inches thick, consisting of sand, gravel or 3/4 inch crushed rock with no more than 5 percent passing the No.200 sieve. The effect of concrete shrinkage will result in cracks in virtually all concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of $-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. 4 BRENNER PROJECT NO. 02-1 1 O6B2B c. Perimeter foundations and interior slabs to a depth of 24 inches should be thoroughly saturated at least 24 hours prior to concrete placement. d. An allowable soil bearing value of 1500 pounds per square foot may be used for the design of continuous footings founded a minimum of 30 inches into the native soils. This value may be increased by 20 percent for each additional foot of depth to a maximum value of 3000 lb/ft2. SETTLEMENT Due to the depth and consistency of the alluvial soils, a total settlement up to 1-inch across the structural span with a corresponding differential settlement up to 0.25 inch should be anticipated. DRAINAGE Adequate measures shall be undertaken to properly drain the site after the structure and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swaies and subsurface drains towards the natural drainage for this area. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. LIMITATIONS OF INVESTIGATION The recommendations in this report pertain only to the site investigated and based upon the assumption that the soil conditions do not deviate from those disclosed in the trenches. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ significantly from that planned at the present time, East County Soil Consultation and Engineering, Inc. should be notified so that supplemental recommendations can be made. 5 BRENNER PROJECT NO. 02-1 I06B2B Plates No. 1 through 3, Page L-1 and References are parts of this report. Respectfully submitted, RCE 54071 MSD/jm 6 , .I .. ‘B I b h $ vl L 23/ i EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD.. SUITE 1. SANTEE. CA 9207 1 (6 19) 258-790 I Fax (61 9) 258-7902 BRENNER PROJECT NO. 02-1 I06B2B PLATE NO. 2 HOLE NO. 1 SUMMARY SHEET NO. 1 DEPTH SOIL DESCRIPTION Y M Surf ace TOPSOIL 0.5' ALLWIUM (Qal) dark gray, moist, soft, sandy clay dark gray, wet, stiff sandy clay 2.5' gray brown, wet, stiff, sandy clay 3.5' gray brown, wet, dense, clayey sand 5.0' TERRACE DEPOSITS (Qt) light gray, moist , dense silty sand hole backfilled on 09-30-02 5.5' bottom of hole ............................................................ 84.0 29.0 10.2 HOLE NO. 2 DEPTH SOIL DESCRIPTION Y M Surf ace TOPSOIL dark gray, wet, loose, sandy clay ALLWIUM (Qal) 1.0' dark gray, wet, stiff 27.1 sandy clay 2.5' gray brown, wet, medium dense clayey sand 4.5' TERRACE DEPOSITS (Qt) 5.0 bottom of hole light gray, moist, dense, silty sand 9.8 hole backfilled on 09-30-02 ............................................................. 7 MAJOR DMSIONS SYMBOL GW DESCRIPTION WELL GRADED GRAVELS OR GRAVEL- SAND >NO. 4 SIEVE I Grvl 1 SILTY GRAVELS, GRAVEL-SAND-SILT MIXWRES 1 GRAVELS (MORE THAN !4 OF COARSE MIXTURES. LITTLE OR NO FINES POORLY GRADED GRAVELS OR GRAVEL-SAND GP MIXTURES. UrrLE OR NO FMES I WELL GRADED SMDS OR GRAVELLY SANDS, LllTLE OR NO FMES sw (h.IORE THAN H OF SOIL > NO. 200 SIEVE SIZE) GC COARSE GRAINED SOILS CLAYEY GRAVELS, GRAVEL-SAUDCLAY MIXTURES <NO. 4 SIEVE SILTY SANDS. SILT-SAND MIXTURES I SAiYDS (MORE THAN '/z OF COARSE CLAYEY SANDS. SANDCLAY MIXTURES sc I POORLY GRADED SANDS OR GRAVELLY SANDS, LllTLE OR NO FMES SP I SILTS & LIQUID LIMIT -c 50 CLAYS FINEGRAINED SOILS (MORE THAN !4 OF SOIL < NO. 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >/ 50 HIGHLY ORGANIC SOILS CWSSIFtCXTION RXZrCE OF CRXlN SIZES us. STAIYDARD I GRAIN SIZE m I MORGAiIC SILTS AND VERY FME SANDS, ROCK FLOUR, SILTY OR CLAYEY FME SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLAsnCTTy, GUVELLY CLAYS, SANDY CLAYS. SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICrrY INORGANIC SILTS. MICACEOUS OR DlATOMACEOUS FINE SANDY OR SILm SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PMTIClIY. FAT CLAYS ORGAMC CLAYS OF MEDNM TO HIGH PLASTICITY, ORGANIC SLlY CLAYS. ORGANIC SILTS PEAT AND Om3 HIGHLY ORGANIC SOILS CL OL hfH CH OH Pt SIEVE SIZE 1 TvlILLIh.ImRs BOULDERS Above Lthcha I Above 205 COBBLES I1 Inches To 3 Inches I 305 To 76.1 GWML 1 3 Inches to No. 1 1 76.2 to 4.76 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10935 HARTLEY ROAD, SUITE *I" SANTEE, CALIFORYIA 92071 U.S.C.S. SOIL CLASSIFICATION No. 1 to Yo. 100 4.76 to 0.074 Coarse No. 4 to No. IO 4.76 to 2.00 Medium No. 10 to Yo. 40 2.00 co 0.420 No. 10 to No. 200 0.80 to 0.074 GRAIN SIZE CHART BRENNER PROJECT PROJECT NO. 02-1106B2B I In b ‘‘ c BRENNER PROJECT NO. 02-1 I06B2B LABORATORY TEST RESULTS PAGE L-1 Maximum dry density and optimum moisture content (ASTM D1557) An expansion test in conformance with UBC 18-2 was performed on a representative sample of on- site soils to determine volumetric change characteristics with change in moisture content. The recorded expansion of the sample is presented as follows: INITIAL SATURATED INITIAL DRY MOISTURE MOISTURE DENSITY EXPANSION CONTENT% CONTENT% LB./CU. FT. INDEX LOCATION 13.0 37.9 99.4 98 Hole 1 a1.5’ PARTICLE SIZE ANALYSIS MSTM D-422) 318” #4 #8 #16 #30 #60 #loo #200 100 100 100 100 95 77 70 65 I00 100 100 98 88 44 32 28 8 (. 1’1 I d .* BREWER PROJECT NO. 02-1 I06B2B REFERENCES 1. “1997 Edition of the Uniform Building Code, Volume 2, Chapter 16, Division IV”, Published by International Conference of Building Officials. 2. “Maps of Known Active Fault Near-Source Zones ’in California and Adjacent Portions of Nevada”, Page 0-36, used with the 1997 Edition of the Uniform Building Code, Published by International Conference of Building Officials. 3. “Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5’ Quadrangles, San Diego County, California”, by Siang S. Tan and Michael P. Kennedy. 9 TITLE 24 REPORT The EnergyprO computer program h aulhomed by thecallfwnia Energy1 Title 24 Report for: Oevins Resince 1370 Buena Vista Way Carlsbad, CA 92008 Project Designer: Samuel B. Wright 291 1 State ST Carlsbad, CA 92008 760.720.7631 Report Prepared By: Edward W. Marshall, P.E. Edward W, Marshall, P.E. 2044 Wildhorse Lane Big Bear City, CA 92314-9024 909.584.1 190 Job Number: 030620 Date: 6/20/2003 Certificate of Compliance: Residential (Part 1 of 2) CF-IR Devins Residence 6/20/2003 RokdTitk Date BulldingP.mdtt 1370 Buena Vista Wav Carlsbad ProhCtAddmu Plrn Check I D.to 7 Edward W. Marshall, P.E. Computer Performance DocumrntltionMha Total conditioned Floor Area: 3.9Eff Total Condined Slab Area: ?. mf? Building Type: (check one or more) Average Ceiling Height: 9.5 ft 6d Single Family Detached Single Family Attached Multi-Famlly 0 Addii 0 Existlng Building 0 Existing Plus Addition solid Wood Door None 0.387 ExterkrDoor Wood 0.028 ExteriorRoof nla 0.756 Exmsed Slab wlR-0.0 Perlmeter Insupation -- R-38 Rod IR.36.2x14.16) -- R-19 Floor (F.19.2x8.161 -- woad 0.038 ExteriotFloorlOverC~( WR-6 Credit) I -- I FENESTRATION slK+#ngDevrces Type Orientation Area Fenestration Exterior Ovemang Side Fins (SF) U-FaCtM SHGC Shading Yes I No Yes I No Front 55.0 0.53 -- a0 om Flont 20.0 0.48 0.85 Bw Screen mu om LALA- oanm Front 40.0 0.58 0.65 Bw Screen mu om Front 2 0.56 0.65 Bua screen OM om La 0.53 0.65 om om Rear V.0 0.53 0.65 Bw Screen om om Rear 124.0 0.48 0.65 BwScreen om om Right 64.5 0.46 0.65 Bugscm€m OM OB RiaM 90.0 0.53 0.65 Bw screen nEl om RhlM 21.3 0.56 0.65 Bua screen OEl am Mrn 25.0 0.53 0.65 Bug Screen ma om AUG-15-2003 FRI 08: 34 AM CITY OF CARSLBAD FAX NO, 760 602 8558 P, 03 * I u' 1 , e City of Carlsbad OF COMPWANS AYME NT OF ScHoOL FEES This form must tm cornplerd by the City, thb applicant, and the pdor to issuing I building perm Pmjsct Name: my g Cr!m CY. I Building Permit Plan Check Number: /779 nd mt~med the City e City will not issue any building .. pmlt wlthout a cornpl-d school fee form. ,- Project Address: A,P.N,: -50L lt Lm &pMr Project Applicant (Owner Name}: Building Type: Second Dwelling Unit: Residential Additions: Square Feet of Living Area in SDU Net Square Feet New Area CommerciaVlndustrial: mre Feet Floor Area Clty Certification of Applicant Information: Sa Narcos, 04 920069 1736-2200) Sm Dkguito Urn HI@ School District 710 Eaclaitss Blvd. Ruclnitrs, CA 92024 (7336491) 101 Sopthhho SantnFe Rd Enciuitiu, CA 92024 (9444300) camation of AqpliaaWhvners. The person executing thio declemtian ~olM1el) mrMea under pemlty of pujm that (1 1 the infamition ProVided above is comd and true ta the bed of the Chwr's knowledge, and that the Owner will file atl amended if Owner mqwsts an Increase In the number of WHing units,pr square nltlal detormlnation of una or square fobwe b bund to be incorred and bow desenbed pmjtct(8). or that the persan executing thls declaration is @ AUG- 15-2003 FRI 08: 34 AM CITY OF CARSLBAD FAX NO, 760 602 8558 P, 04 .. . P. . ,. . .s +J * c SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(3)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. ~t*t~~*C*Yrt***L******.*.~*+******t*++******+rr****t*+*r*~~ SCHOOL DISTRICT: The undersi$ned, being duly author'ked by the applicable School District, mrtifies that the developer, builder, or Owner has satisfied the obligation for school facilifies. This is to certify that th8 applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL 1 DISTRICT OFFICIAL ' TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER , .. I <i. . . ... , . . ,. . ,.. . I HEALTH AND SAFETY SERVICES, INC. ENVIRONMENTAL CONSULTING SPECIALIZING IN ASBESTOS, MOLD AND MOISTURE INTRUSION ISSUES REPORT OF RESULTS COLLECTED: September 4,2002 H&SS PROJECT: SDA 3049 CLIENT: Southwest Industries, Inc. 10838 Bell Court Rancho Cucamonga, California 91730-4835 Project 1370 Buena Vista Way Location: Carlsbad, California SUBJECT: AIRBORNE ANALYSIS PURPOSE: The purpose of the analysis was to determine the concentration of airborne fibers. PROCEDURE: Air samples were analyzed in accordance with NIOSH (National Institute for Occupational Safetv and Health) #7400 Method SAMPLE TYPE: 1-BACKGROUND 2-CONTAMINATION 3-COMPLIANCE +CLEARANCE 5-BLANK 6-PERSONAL ~~~ ~~ Sample Sample ID Volume Fiber Con. Type (liters) F/cc Location 4 1370 CL-1 1200 c 0.01 Center of Kitchen 4 1370 CL-2 1200 e 0.01 Center of Bedroom 5 1370 CL-3 0000 2 fibers Blank 5 1370 CL-4 0000 2 fibers Blank COMMENTS: CL = Clearances air sample. This is an air sample collected after abatement but prior to reoccupancy of the work area. The air samples analyzed meets or exceeds EPA requirements for reoccupancy. Health and Safety Services, Inc. would like to thank you for using our services to meet your needs. We look forward to serving your needs in the future. Prepared by: 0 Microscopist 37848 Mission Avenue, PMB 609 mce: (760) 433-9394 Oceanside, California 92054-1452 Fax: (760) 433-9396 1 I SoUthwosf INDUSTRIES Asberms and Lead Atetenen! Mold Remediation DemdiiDn KB's Asbestos Abatement Summary Southwest Industries 10838 Bell Court, Rancho Cucamonga, CA 91730 Tel: 909-483- 12 14 Fax: 909-483-1213 To: Joe Devins From: Norman Niebuhr Project: Date: 9/10/03 1370 Buena Vista Way Carlsbad, CA 92008 My Devins, SWI was contracted to remove 10 LF of TSI pipe in basement along with 150 SF of tile and mastic in kitchen area and bathroom area. The plywood sub-flooring had to be completely removed because the mastic had soaked into it. SWI completed all work required by the Owner. Health and Safety Services, INC. performed the clearance sampling and report, which is enclosed with this letter. The report states that SWI met the requirements for reoccupancy from the EPA. SWI removed all waste and disposed of it at a licensed landfill. A copy of the waste manifest is included. As soon as SWI receives the original &om the landfill it will be mailed out to Mr. Devins. This can sometimes take 3 to 4 weeks. Southwest Industries appreciates the opportunity to have met your needs. This is a summary of work completed at your residence in Carlsbad California. . Estimator CAUOSHA Reg. #350 ASB. CerrM6754 License A. 6. CZ I. HA2 #69 IS68 I0838 6d COUK Rancho Cucamonga. CA 9 1730-4835 (909) 483-1214 (909) 483- I2 I3 FAX ~ ~ - This message is intended only for the individual or entity to whom it is addressed, and may cmtz;n information that Is privileged andlor canfi;fer;tial. Receipt by an wnintended recipient does not constitute ccpying of !his information '3y anyone other than the intended recioient ix nislner employees or agents is strictiy pmhibited, if you have received tPds wmmnication in error, please coctact us by telephone r- a utaiver of any zppllcable priviieg5 Reading, disclosure, ciscussim, dissemination, distribution CY i an11 return this ts us via the postal ssrvice. L--- , I c ?# , ! '. .. .. r&~empa~nergy-y.comp.nv NOTICE OF SERVICE DISCONTINUANCE PERMIT DEPARTMENT Cim-OF ELECTRIC AN- GAS SERVICE To ADDRESS w OVED DATE THIS BUILDING CAN BE MOVED OR RAZED AFER THE ABOVE DATE 'I I I I I 1 RECORDING REQUESTED BY: Department of Public Works CITY OF CARLSBAD 1635 Faraday Avenue Carlsbad, CA 92008 M ORIGINCY IIF THIS i)”T y116 FlEcoRDED Max 069 2003 wcu)ENTHMBER2003-1229937 GaGoRv J. SnITHi COUNTY RE#wulER SAN DIEGO couIp( REaRDER’S OFFICE TM: 4:44 Pn WHEN RECORDED MAIL TO: City Clerk CITY OF CARLSBAD 1200 Carlsbad Village Drive Carlsbad, CA 92008 Space above this line for Recorder’s use. CITY OF CARLSBAD NEIGHBORHOOD IMPROVEMENT AGREEMENT Permit No. CB031779 Parcel No. 156-1 20-1 8-00 NIA No. 0301 3 THIS AGREEMENT (the “Agreement”) is made this /by- day of , 20aby and between the City of Carlsbad, a municipal corporation (the “City”), Raymond Devins & Elizabeth Damery Devins (the “Owner”). RECITALS 1. Owner is the owner of real property located in the City of Carlsbad, California and described in Exhibit A attached hereto and incorporated herein by this reference (the “Property”). 2. Owner has applied to the City for issuance of the above identified permit to authorize the development of the Property (the “Development Permit”). 3. The City has determined that additional public improvements may be necessary in the future in order to allow Owner to proceed with development and, therefore, the Property would be suitable for development as requested by Owner if certain public improvements as described in Exhibit B attached hereto and incorporated herein by this reference (the “Improvements”) are constructed. F:WIA03013.doc Rev. 5(2002 1 4. 5. 6. 7. The Municipal Code of the City of Carlsbad requires the dedication of the necessary rights-of-way for and the construction by Owner of the Improvements or an agreement for the same for certain developments as a condition of approval of the Development Permit for certain building projects such as that proposed by owner. The Owner has requested that the City approve the Development Permit prior the construction of the Improvements. The City is willing to approve the Development Permit prior to the construction of the Improvements as requested by the Owner if Owner approves of and consents to the formation of an assessment district to include the Property for the purpose of financing the construction of the Improvements. No assessment district shall be formed until completion of the Alternative Streets Design process adopted by resolution of the City Council. NOW, THEREFORE, IT IS AGREED between the parties as follows: Section 1. Recitals. The foregoing recitals are true and correct. Section 2. City’s Obligations. The City shall approve the Development Permit promptly following the execution of this Agreement by the Owner and compliance with all applicable City ordinances and other requirements. Section 3. Owner’s Obligations. Section 3.01. Owner‘s Consent to and Approval of Formation of an Assessment District and Levv of Assessments. In consideration for the approval of the Development Permit prior to the completion of the construction of the Improvements, Owner hereby consents to and approves of: A. the inclusion of the Property in an assessment district which may be formed by the City Council of the City for the purpose of financing the construction of the Improvements (the “Assessment District”); 6. the levy of an assessment against the Property (the “Assessment”) in an amount not to exceed the estimated cost of construction of the Improvements, together with the estimated incidental costs of such construction and the estimated costs of formation of the Assessment District and issuance of any bonds to be issued to represent the Assessment. The foregoing costs constituting the Assessment are set forth in Exhibit C attached hereto and incorporated herein by this reference. The Assessment shall be subject to adjustment for inflation from the date first written hereinabove until the date the Assessment is confirmed and levied by the increase in the Construction Cost Index for Los Angeles as contained in the Engineering News Record or, if the Construction Cost Index for Los Angeles is no longer published, an equivalent index reasonably selected by the City Engineer. In granting the consents and approvals set forth in this F:WIA03013.doc Rev. 5/2002 2 Section 3., Owner is acting for and on behalf of Owner, the Owner’s successors, heirs, assigns, and/or transferees and intends that such consents and approvals shall be binding upon each and every such person. Except as otherwise provided for in this Agreement, the consents and approvals given by Owner shall be irrevocable. Section 3.02 Owner‘s Grant of a Prow to the Citv for Assessment Ballot Procedure. Owner hereby grants to the City a proxy to act for and on behalf of Owner, the Owner‘s successors, heirs, assigns, and/or transferees for the limited purpose of completing and submitting an assessment ballot in support of the levy of the Assessment in the proceedings to form the Assessment District. In granting such proxy, Owner is acting for and on behalf of Owner, the Owner‘s successors, heirs, assigns, and/or transferees and intends that such proxy shall be binding upon each and every such person. Except as otherwise provided for in this Agreement, the proxy granted by Owner shall be irrevocable. Section 4. Owner’s Representations and Waiver of Rights. Section 4.01 Owner‘s Representations. Owner hereby represents as follows: A. Owner understands and acknowledges that: 1. Article XlllD of the Constitution of the State of California (“Article XlllD) and the Proposition 21 8 Omnibus Implementation Act (Government Code Section 53750 and following) (the “Implementation Act”) (Article XlllD and the Implementation Act may be referred to collectively as the “Assessment Law”) establish certain procedures and requirements which apply when any agency such as the City considers the levy of assessments upon real property. 2. following: The requirements established by the Assessment Law include the a. The proportionate special benefit derived by each parcel to be assessed must be determined in relationship to the entirety of the capital cost of the improvement for which the assessment is to be levied; b. No assessment may be imposed on any parcel which exceeds the reasonable cost of the proportional special benefit conferred on that parcel from the improvement for which the assessment is to be levied; Rev. 5/2002 3 c. Only special benefits are assessable; and d. Parcels within an assessment district that are owned or used by any agency, the State of California or the United States of America shall not be exempt from assessment unless the agency proposing to levy the assessment can demonstrate by clear and convincing evidence that those publicly owned parcels in fact receive no special benefit from the improvement for which the assessment is being levied. 3. The procedures established by the Assessment Law include: a. The agency which proposes to levy an assessment (the “Agency”) shall identify all parcels which will have a special benefit conferred upon them from the improvement for which the assessment is proposed to be levied and upon which an assessment is proposed to be imposed. b. All assessments must be supported by a detailed engineer‘s report prepared by a registered professional engineer certified by the State of California. c. Prior to levying a new assessment , the Agency must give written notice by mail (the “Assessment Notice”) to the record owner, i.e., the owner of a parcel whose name and address appears on the last equalized secured property tax roll, of each parcel proposed to be assessed. The Assessment Notice must include: (i) the total amount of the proposed assessment chargeable to the entire assessment district, (ii) the amount chargeable to the record owner’s parcel, (iii) the duration of the assessment payments, (iv) the reason for the assessment, (v) the basis on which the amount of the proposed assessment was calculated, and (vi) the date, time and location of a public hearing on the proposed assessment. d. The Assessment Notice must contain an assessment ballot that includes a place where the person returning the assessment ballot may indicate his or her name, a reasonable identification of the parcel, and his or her support or opposition to the.proposed assessment. The Assessment Notice must also include, in a conspicuous place, a summary of the procedures for ‘the completion, return and tabulation of assessment ballots. Rev. 542002 4 , l e. At the time, date and place stated in the Assessment Notice, the Agency shall conduct a public hearing upon the proposed assessment. At such public hearing, the Agency shall consider all objections or protests, if any, to the proposed assessment. At such public hearing, any interested person shall be permitted to present written or oral testimony. f. At the conclusion of the public hearing, the Agency shall tabulate the assessment ballots submitted, and not withdrawn, in support or opposition to the proposed assessment. If there is a majority protest against the imposition of a new assessments, the Agency may not impose the assessment. A majority protest exists if the assessment ballots submitted, and not withdrawn, in opposition to the proposed assessment exceed the assessment ballots submitted, and not withdrawn, in favor of the proposed assessment. In tabulating the assessment ballots, the assessment ballots shall be weighted by the amount of the proposed assessment to be imposed upon each parcel for which an assessment ballot was submitted. 4. The description of the requirements and procedures established by and contained in the Assessment Law set forth above are intended only to summarize certain of such requirements and procedures. 5. The City would not agree to issue the Development Permit prior to the construction of the Improvements unless the City is assured that it will be legally able to impose the Assessment on the Property. The assurance of the City’s legal ability to impose the Assessment on the Property is both a material inducement to and a material consideration for the City to enter into this Agreement and agree to issue the Development Permit prior to the construction of the Improvements. B. Owner has had a reasonable opportunity to thoroughly read and review the Assessment Law in its entirety and has further had a reasonable opportunity to consult with Owner’s attorney regarding the Assessment Law and the terms and conditions of this Agreement. Section 4.02 Waiver of Riqhts A. In consideration of the approval by the City of the Development Permit prior to the construction of the Improvements, Owner hereby waives Owner’s rights under the Assessment Law to: F:WIAO3Qi 3doc Rev. moO2 5 1. object or protest the ordering by the City of the construction of the Improvements and the imposition of the Assessment at such public hearing so long as the amount of the Assessment does not exceed the amount set forth in Exhibit C hereto adjusted for inflation pursuant to Section 3.01 B above; 2. submit an assessment ballot in support of or in opposition to the imposition of the Assessment so long as the amount of the Assessment does not exceed the amount set forth in Exhibit C hereto adjusted for inflation pursuant to Section 3.01 B above; and 3. file or bring any protest, complaint or legal action of any nature whatsoever challenging the validity of the proceedings to form the Assessment District and/or the validity of the imposition of the Assessment on the Property. B. In order that the City may be assured of its ability to legally impose the Assessment on the Property and, therefore, be willing to enter into this Agreement and agree to approve the Development Permit prior to the construction of the Improvements, Owner represents and warrants that Owner has knowingly, intelligently and voluntarily waived for and on behalf of Owner, Owner‘s successors, heirs, assigns and/or transferees, each and every one of the rights specified in Section 4.02A above. C. Nothing in this waiver of rights section is intended to waive the owner‘s ability to participate in Alternative Streets Design process. Section 5. Alternative Satisfaction of Owner’s Obligations Owner‘s obligations under Section 3 above may be satisfied by paying the amount set forth in Exhibit “C” adjusted for inflation at any time prior to the formation of the assessment in which case a release of this Agreement shall be recorded in the office of the San Diego County Recorder. Section 6. General Provisions. Section 6.01 Conflict with Other Aureements or Requirements of the City. Except as specifically provided in this Agreement, nothing contained herein shall be construed as releasing Owner from any condition of development of the Property or requirement imposed by any other agreement with or requirement of the City. Section 6.02 General Standard of Reasonableness. Any provision of this Agreement which requires the consent, approval, discretion or acceptance of any party hereto or any of their respective employees, officers or agents shall be deemed to require that such consent, approval or acceptance not be unreasonably withheld or delayed, unless such provision expressly incorporates a different standard. F:WIA03013.doc Rev. E42002 6 I Section 6.03 Entire Aqreement: Amendment. This Agreement contains all of the agreements of the parties hereto with respect to the matters contained herein and no prior or contemporaneous agreement or understandings, oral or written, pertaining to any such matters shall be effective for any purpose. No provision of this Agreement may be modified, waiver, amended or added to except by a writing signed by the party against which the enforcement of such modification, waiver, amendment or addition is or may be sought. Section 6.04 Notices. Any notice, payment or instrument required or permitted by this Agreement to be given or delivered to either party shall be deemed to have been received when personally delivered or seventy-two (72) hours following deposit of the same in any United States Post Office in California, registered or certified, postage prepaid, addressed as follows: Owner: Joseph Raymond Devins & Elizabeth Damery Devins 1370 Buena Vista Way Carlsbad CA 92008 City: City of Carls bad Attn: City Manager 1200 Carlsbad Village Dr Carlsbad CA 92008 Each party may change its address for delivery of notice by delivering written notice of such change of address to the other party. Section 6.05 Successors and Assians. This Agreement shall be binding upon and inure to the benefit of the successors and assigns of the parties hereto. Section 6.06 Governina Law. This Agreement and any dispute arising hereunder shall be governed by and interpreted in accordance with the laws of the State of California. Section 6.07 Waiver. Failure by a party to insist upon the strict performance of any of the provisions of this Agreement by any other party, or the failure by a party to exercise its rights under the default of any other party, shall not constitute a waiver of such party's right to insist and demand strict compliance by any other party with the terms of this Agreement thereafter. Section 6.08 Sinaular and Plural: Gender. As used herein, the singular of any work includes the plural, and terms in the masculine gender shall include the feminine. Section 6.09 Counterparts. This Agreement may be executed in counterparts, each of which shall be deemed an original. F:WIA03013.dOC Rev. 5/2MJ2 7 Section 6.10 Construction of Aareement. This Agreement has been reviewed by legal counsel for both the City and the Owner and shall be deemed for all purposes to have been jointly drafted by the City and the Owner. No presumption or rule that ambiguities shall be construed against the drafting party shall apply to the interpretation or enforcement of this Agreement. The language in all parts of this Agreement, in all cases, shall be construed as a whole and in accordance with its fair meaning and not strictly for or against any party and consistent with the provisions hereof, in order to achieve the objectives of the parties hereunder. The captions of the sections and subsections of this Agreement are for convenience only and shall not be considered or referred to in resolving questions of construction. Recitals: Exhibits. Any recitals set forth above and any attached exhibits are incorporated by reference into this Agreement. Section 6.1 1 Section 6.12 Authoritv of Sianatories. Each signatory and party hereto hereby represents and warrants to the other party that it has legal authority and capacity and direction from its principal to enter into this Agreement, and that all resolutions and/or other actions have been taken so as to enable such party to enter into this Agreement. Section 7. Covenant Runninq with the Land. The parties hereto intend that the burdens and obligations of the Owner under Section 3 above constitute a covenant running with the land and that such covenant shall be binding upon all transferees of the Property. [End of page. Next page is signature page.] Rev. U2002 8 H:\WORD\Masters\FORMSWeighborhood Improvement Agmt 9 [Signature page] CITY OF CARLSBAD, A municipal corporation of the State of California RAYMOND R. PATCHETT City Manager Public Works Director APPROVED AS TO FORM: RONALD R. BALL City Attorney & Deputy City Attorney Rev. 9/08/00 [Signature Page Continued] Signed by the Owner this I 3 day of SaK 120 a* (Print name here) (Title and organization of signatory) (Title and organization of signatory) (Proper notary acknowledgement of execution by Owner must be attached.) (Chairman, president or vice-president and secretary, assistant secretary, CFO or assistant treasurer must sign for corporations. Otherwise, a corporation must attach a resolution certified by the secretary or assistant secretary under corporate seal empowering the officer(s) signing to bind the corporation.) H:\WORD\Masters\FORMS\Neighborhood Improvement Agmt 10 Rev. 9/08/00 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT Known to me me on the basis of satisfactory evidence to be the person@whose name- subscribed to the within instrument and acknowledged to me the same in the entity upon behalf of which the pers- acted, executed the instrument. WFNESS my hand and official seal. Place Notary Seal Above & Q ~~Q.LJ&Q* Signature of Notary PublK: I OPTlONA L Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. %@&?& Title or Type of Document: T\Glc: hm hoc LqSRo&u I Document Date: %3\03 Number of Pages: 15 Description of Attached Document Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer’s Name: 0 Individual 0 Corporate Officer - Title(@: 0 Partner - 0 Limited 0 General 0 Attorney in Fact 0 Trustee 0 Guardian or Conservator 0 Other: Signer Is Representing: 0 1999 Nalirmal Nolav AssDclalion - 9350 De Sdo Ave.. P.O. Box 2402 - Chatsworth. CA 91313-2402 - www.natronahdery.org Prod. No. 5907 Rewder CaU TdCFree 1-800-878-6827 . )'L - EXHIBIT A LEGAL DESCRIPTION OF THE PROPERTY That portion of Track 5 of Laguna Mesa Tract, in the City of Carlsbad, County of San Diego, State of California, according to Map thereof No, 1719, filed in the Office of the County Recorder of said San Diego County, June 20,1921. H:\WORD\Maslers\FORMSWeighborhood Improvement Agmt 11 Rev. 9/08/00 EXHIBIT B DESCRIPTION OF THE IMPROVEMENTS Paving, base, sidewalk, curb & gutter, pavement preparation, clear & grub (grading), underground overhead utilities, adjust existing water service and meter to future grade, driveway approach. H:\WORD\Masters\FORMSWeighborhood Improvement Agmt 12 Rev. 9/08/00 EXHIBIT C THE ASSESSMENT Quantity 2160 2160 440 PAVING BASE SIDEWALK CURB & GUTTER PAVEMENT PREP. CLEAR & GRUB UNDERGROUND UTL. SEWER WATER FIRE HYDRANT n STREETLIGHT fi DRIVEWAY APROACH SUBTOTAL DESIGN CONTINGENCY (20%) ASSESS. DISTRICT COST PLAN CHECK INSPECT ION TOTAL Cost SF $2,808 SF $1,512 SF $1 -760 . 108LF 2160 - -- -_ I $1,566 SF I $864 960 108 I $1,7401 *-. 3O(LF I I-. I SF $336 LF $32,400 LF $0 20 I 1 I S93.823 tA $U EA $0 SF $85, $43.071 H:\WORD\Masters\FORMS\Neighborhood Improvement Agmt 13 Rev. 9/08100 /" I r .. . 9. .. .* City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-02-2004 Plan Check Revision Permit No: PCR04034 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: PCR Status: ISSUED Parcel No: 1561201800 Lot#: 0 Applied: 02/1812004 Valuation: $0.00 Construction Type: NEW Entered By: KMT Reference #: CB031779 Plan Approved: 03/01/2004 Issued: 03/02/2004 Project Title: DEVINS RES- REVISE MAIN ROOF 8 Inspect Area: 1370 BUENA VISTA WY CBAD UPPER FLR FRAMING PIAN Applicant: DEVINS FAMILY TRUST 09-27-97 6818 CORTE DIEGO CARLSBAD CA 92009 Owner. 68 18 CORTE DIEGO DElflPSS FAtvltLY TRUST 09-27-97 6525 03/02/04 0002 01 02 CARLSBAD CA 92009 CGP 120 9 00 Plan Check Revision Fee Additional Fees $120.00 $0.00 Total Fees: $120.00 Total Payments To Date: $0.00 Balance Due: $120.00 FINAL APPROVAL InsDector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafler collectively referred to as 'feeslexactions.' You have 90 days from the date this permit was issued to protest imposition of these feedexactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specitled feeslexactions 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&& 'ons of which vou have D reviouslv bee n aiven a NO TlCE similar to this. or as to which the statute o f ~~ limitati-s ore viouslv othetw ise exoired. P~RMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. 0 cI/) 3.7 EST. VAL. Plan Ck. Deposit Date Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel X Existing Use Proposed Use Name Address City Statelzip Telephone X Fax # Name Address City StatelZip Telephone Y (Sec. 7031.5 Business end Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code1 or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name Address City StatelZip Telephone X State Licanse # License Class City Business License Y Designer Name Address City State/Zip Telephone State License Y 0 of the work for which this permit is issued. 0 issued. My worker's compensation insurance carrier and policy number are: Insuranca Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS I$lOOl OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Fdlura to amm wor(cers' compandon covarage Is unlawful. and aha4 subject an employer to ulmind penalties and civil fines up to OM hundred thousand ddlm lbl00.000). In addltkn to the cost of compensation. damages as provlded for In Sactlon 3706 of the Labor code. Intereat and attorney'a foes. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an ownar of property who builds or improves thereon, end who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion. the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business end Professions Code: The Contractor's License Law doee not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 1. 2. 3. I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is I am exempt under Section I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ON0 I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address I phone number / contractors license number): Business and Professions Code for this reason: ~ ~- ~ 4. number I contractors license number): 5. of work): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone I will provide some of the work, but I heve contracted (hired) the following persons to provide the work indicated (include name / address I phone number / type PROPERTY OWNER SiGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facilii to bo conatructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. authorize representatives of the Citt of Cerlsbad to enter upon the above mentioned FY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 50s. I ALS PENSES WHI APPLICANT'S SIGNATURE * ” b J - EsGil - Corporation In Pattncrship with Govelnmtnt for BuiUing Safety DATE: February 27,2004 J URl SDl CTI ON : Carlsbad NT VIEWER PLAN CHECK NO.: 031779 (PCRO4034) SET: I PROJECT ADDRESS: 1370 Buena Vista Way PROJECT NAME: SFD for Devins 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 far the jurisdiction to forward to the applicant contact person. The applicant‘s copy of the check list has been sent to: I. Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: REMARKS: Revision 2 includes truss deferred submittal. Mail Telephone Fax In Person By: Abe Doliente Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 2/20/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 6 San Diego, California 92123 6 (858) 560-1468 Fax (858) 560-1576 c I IC e Carlsbad 03 1779 (PCRO4034) February 27,2004 VALUATION AND PLAN CHECK FEE JURIS DI CTl ON : Carlsbad (PCRO4034) PLAN CHECK NO.: 031779 PREPARED BY: Abe Doliente DATE: February 27,2004 BUILDING ADDRESS: 1370 Buena Vista Way BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb By Ordinance Bldg. Permit Fee by Ordinance 1 V I 1997 UBC Plan Chedc Fee 4 Type of Review: 0 Complete Review 0 Structural Only 0 Repetitive Fee Repeats 0 Other I $120.001 Hourly I 11 Hour* Esgll Plan Review Fee Based on hourly rate Comments: Deferred trusses submittal. Sheet1 of 1 mamlue.doc m cn D Y 0 0 0 m D 7 v) 0 m 0 D - Y CD cu 0 07 P \1 6) 0 CD 6) \1 0 n J & I n m 5 3 0 P c www. stonetruss.com STONE TRUSS CO. @ INSPECTION C E RTI F I ED * ICBO EVALUATION IN STRICT ACCORDANCE SERVICE INC. AA-583 WITH UBC 2321.3 P R E FAB R I C ATE D WARNfNG * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS SHEET ENCLOSED HIB-91. SUMMARY 507 JONES ROAD OCEANSIDE, CALIFORNIA92054 (760) %7-6171 FAX (760) 967-6178 E-mail: stc-inc@ix.netcom.com STOOl r -D OD 3% 0 Z I 11 w”b I$m z DESIGNED BY: JOB DESCRIPTION: 0 DEVINS RESIDENCE 4 JOB LOCATION: 1370 BUENA VISTA WAY 5 m IWW-4 0000 -i roo =m-J 03 n vii r7 00 W I. W rt I i m E: D 0 m D ! ! 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