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Home My WebLink About2609 OCEAN ST; ; CB972286; PermitV527 BUILDING PERMIT Permit No: CB972286 Project No: A9702891 Development No: Suite: Lot#: 8783 09/04/97 0001 01 02 Construction VN2800 Reference#: MS 97-01 Status: ISSUED 2807 SF+I030SF Applied: 08/14/97 UNIT B=2611 OCEAN ST Apr/Issue: 09/04/97 Entered By: RMA 09/04/97.09:57 Page 1 of 1 Job Address: 2609 OCEAN ST Permit Type: CONDOMINIUMS Parcel No: 203-140-03-00 Valuation: 487,077 Occupancy Group: Description: 2 CONDOS,2286 & GAR+1993 DECK,& Appl/Ownr: MCGUIRE, PATRICK 760 729-5200 2725 JEFFERSON ST, STE 7 CARLSBAD CA 92008 *** Fees Required *** Fees Collected & Credits ---------------------- Fees:-2 Adjustments: /.00 \._.,j- eth Total,Cr.ts: .00 # Total Fees: 26,888.00 )i'-, Total /Payments: 700.00 cBa1nàDue: 26,188.00 Fee description / ..-\. Units -Fee/Unit Ext fee Data I ---/'\ .•' ' \c .-, \ - - - Number of Bedrooms . 5, c- 5.00 00 Building Permit 00 Plan Check 00 ) 00 000 (TIF CFD Fuhd) / / 356.00 * BUILDING TOTAL \ N INcORPORATED /' / 19125. 00 1952 Enter #Units & ('- çi.\\J / 2400.00 D5/8 IN Enter "Y" for .--.--\\) / 20.00 Y Each Plumbing Fixture oTr/f((f\\4? ,/ 7.00 238.00 Each Building Sewer if> 2..- 15.00 30.00 Each Install/Repair Water Line-> 2 7.00 14.00 Each Water Heater and/or Vent > 2 7.00 14.00 Gas Piping System > 2 7.00 14.00 Each Vacuum Breaker > 4 7.00 28.00 * PLUMBING TOTAL 358.00 Enter "Y,' for Electric Issue Fee > 10.00 Y Single Phase Per AMP > 400 .25 100.00 * ELECTRICAL TOTAL 110.00 Enter '1' for Mechanical Issue Fee> 15.00 Y Install Furn/Ducts/Heat Pumps > - 2 9.00 18.00 Each Install Fireplace > 2 6.50 13.00 Each Exhaust Fan > 5 6.50 32;50 Each Install/Reloc Vent > 4 4.50 18.00 * MECHANICAL TOTAL 97.00 Construct Housing(Y/N)? > . N Enter In-Lieu Fee > 4515 4515.00 PLDAA > . 11 ,IN1APPROVA/J ', I lNSP..DATE,q CITY OF CAF LA(( 2075 Las Palmas Dr., Carlsbad, O09448-U.L6 ON of Carlsbad BUILDING PLAN CHECK Permit 99 Job Address: 2609 OCEAN ST - Status: ;:97 Permit Type: PLANCK Applied: Parcel No: 2031400300 Lot #: Approved: 8/14/1997 Reference No: Issued: 8/14/1997 PC #: Inspect Area: Project Title: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT Applicant: Owner: DAVIS WAYNE MULLEN RAYMOND&BARBARACHARITA 7676 HAZARD CENTER DR 5TH FL SAN DIEGO, CA 619 458-9010 - ional Fees Fees $700 00 Additional Fees ($700 00) Total Fees $0 00 Balance $00O v'5z7 SEWER PERMIT 09/04/97 09:51 Permit No: 5E970123 Page 1. of 1 Bldg PlanCk#: CB971799 Job Address: 2609 OCEAN ST Suite: Permit Type: SEWER - RESIDENTIAL Parcel No: 203-140-03-00 8783 09/04/97 0001 01 02 C-PRMT 1810.00 Description: 2 CONDOS- 2807 SF & 2866 SF Status: ISSUED DEMO EXISTING SFD Applied: 07/10/97 Apr/Issue: 09/04/97 Permitee: DAVIS WAYNE 619 458-9010 Expired: 7676 HAZARD CENTER DR 5TH FLR Prepared By: DR 7Tf sT'r't f'lt 0 1)4 no %..Z __ P. ___ IMF *** Fees Required *** Fees Collected & Credits Fees 1,810 00 Adjustments 00 Total Credits 00 Total Fees 1,810 00 Total Payments 00 Balance Due 1,810 00 Fee description Units Fee/Unit Ext fee Data ------------ 7 Number of Units > 2 2.00 <Enter CREDIT EDUs> > 1 00 -1.00 Total EDUs // 1 00 Sewer Fee 1810.00 Enter Sewer EDUs and Benefit Area > 1 00 NA * SEWER TOTAL 1810.00 / .. FINAL AF©Ü\L INSP. CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATION. CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 FOR OFFICE USE ONLY PLAN CHECK NO.___________ ; EST. VAL. 1 Plan Ck. Deposit Validated By. .../24- uu.,n Date [1 T PROJECT INFORMATION - Address (include Bldg/Suite #) - Business Name (at this address) - 2609 Ocean Street, Carlsbad, CA 92008 NONE Legal Description Lot No. Subdivision Name/Number - Unit No. Phare No. Total of units Please see attached --------------- SEA BISQtJIT Assessor's Parcel # Existing Use Proposed Use 203_14O_03_0B S.F.R. . 2 Condos,- duplex Description of Work Z_ IFFID/7IfAj SO. FT. #of Stories # of Bedrooms # of Bathrooms Construct 2. Condos - duplex ¶I9 5673 (2807 & 2866) 3 5 3½ and 3½ 2. CONTACT PERSON (it ditferint from applicant) - .. . .. Wayne Davis 76Th Hazard Cente_r Dr, 5th Floor, San Diego, CA:-92108-458 -0680---458--9016 Name - - Address City State/Zip Telephone # Fax // Agent for Ownei_ Se Bisquit. Inc. 2725 Jefferson St., Ste 7. Carlsbad, CA 92008 729-5200 Name Address - City State/Zip Telephone # 4PROPERTY OWNER Patrick W. McGuire 2725 Jefferson St., Ste 7, Carlsbad, CA 92008 729-5200 Name Address City State/Zip Telephone 1/ IS. CONTRACTORCOMPANY NAME . (Sec. 7031.5 Business and Professions Coda: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the 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 ($5001). Sea Bisquit, inc. 2725 Jefferson Street, Ste 7, Carlsbad, CA 92008 729-5200 Name Address . City . . State/Zip Tale hon # State License # ________ License Class _____ City. Business License # ,' W 91 Wayne Davis 7676 Hazard Ctr Dr, 5th Floor, San Diego, CA 92108 -p 0 Designer Name Address City . State/Zip Telephon State License # C79 . . . - 6W0RKERSCOMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' co, mpensation as provide 'd by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ,My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date__________________ IJHIS 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 and civil fines up to one hundred thousand do 10 00 in addition to the cos f compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's tees. SIGNATURE cSuS \F'J DATE 7/2/97 I hereby affirm that I am exempt from the Contractor's License Law for the following reason: - 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). - 0 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). - o I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have I 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): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide'the major work (include name / address I phone number I contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE [COMPLETE THIS SECTION FORNON-RESIDENT1AL BUILDING PERMITS ONLY - Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 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 facility to be constructed 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. f8coNSTRucTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME Gr0SS111nt Bank LENDER'S ADDRESS 4120 Ta .T61 1 Viii age Dr., Ste 130, SD, CA 92122 19TAPPLICANT.ÔERTIFICATION I certify that I have read the application ad 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 Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or * work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any ft the ork is comm~orperiod of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNAT Pres., Sea Bisquit Inc DATE 7/2/97 WHITE: File YELLOW: Applicant PINK: Finance CITY OF CARLSBAD INSPECTION REQUEST PERNIT# CB971799 FOR 04/06/98 DESCRIPTION: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT TYPE: PLANCK JOB ADDRESS: 2609 OCEAN ST APPLICANT: DAVIS WAYNE PHONE: CONTRACTOR: PHONE: OWNER: PHONE: REMARKS: C/PAT/729-5200 SPECIAL INSTRUCT: INSPECTOR AREA PY PLANCK# CB971799 0CC GRP CONSTR. TYPE NEW STE: LOT: 619 458-9010 INSPECTOR !9'V" TOTAL TIME: --RELATED PERMITS-- PERMIT# TYPE STATUS GR970031 GRADING ISSUED SE970123 SWRSD ISSUED CB972036 DEMO ISSUED CB972463 RETAIN ISSUED AS970084 ASR ISSUED CB972286 CONDO ISSUED RW970225 ROW ISSUED CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical INSPECTION HISTORY ***** DATE DESCRIPTION ACT INSP COMMENTS 032598 Final Structural CO PY SEAL LOG LIGHTER 032598 Final Plumbing CO PY 032598 Final Electrical CO PY NEED HANDRAIL @ EXT STAIRS 032598 Final Mechanical CO PY 032498 Final Combo NS PY 031898 Final Electrical PA PY 2609 & 2611 031198 Final Electrical NR PY 031198 Grout AP PY 031198 Grout AP PY 030698 Footing AP PY WALL FTG AT SOUTH SIDE 030598 Final Electrical NR PY 030298 Interior Lath/Drywall AP PY SHOWERS 012998 Interior Lath/Drywall AP P1 012998 Gas/Test/Repairs AP PY 012898 Exterior Lath/Drywall AP PY 012798 Interior Lath/Drywall (PA-1 PY RC CHANNEL 012198 Insulation AP PY 011698 Frame/Steel/Bolting/Welding P PY SEE NOTICE ATTACHED 011598 Frame/Steel/Bolting/Welding PA PY 011298 Frame/Steel/Bolting/Welding PA PY SHEAR PANEL (2 SIDED) 04/08./98 INSPECTION HISTORY LISTING FOR PERMIT# CB971799 DATE INSPECTION TYPE INSP ACT COMMENTS 04/06/98 Final Combo RI RI C/PAT/729-5200 04/06/98 Final Combo PY AP 03/25/98 Final Structural PY CO SEAL LOG LIGHTER 03/25/98 Final Plumbing PY CO 03/25/98 Final Electrical PY CO NEED HANDRAIL @ EXT STAIRS 03/25/98 Final Mechanical PY CO 03/24/98 Final Combo RI RI C/PAT/729-5200 03/24/98 Final Combo PY NS 03/18/98 Final Electrical RI RI C/PAT/729-5200 03/18/98 Final Electrical PY PA 2609 & 2611 03/11/98 Final Electrical RI RI C/PAT/729-5200 03/11/98 Final Electrical PY NR 03/11/98 Grout RI RI C/PAT/729-5200 03/11/98 Grout RI RI C/PAT/729-5200 03/11/98 Grout PY AP 03/11/98 Grout PY AP 03/06/98 Footing RI RI C/PAT/729-5200 03/06/98 Footing PY AP WALL FTG AT SOUTH SIDE 03/05/98 Final Electrical RI RI B/PAT/729-5200 03/05/98 Final Electrical PY NR 03/02/98 Interior Lath/Drywall PY fPj SHOWERS 03/02/98 Exterior Lath/Drywall RI RI C/PAT/729-5200 01/29/98 Interior Lath/Drywall RI RI C/PAT/729-5200 01/29/98 Interior Lath/Drywall PY AP 01/29/98 Gas/Test/Repairs PY AP 01/28/98 Exterior Lath/Drywall RI RI C/PAT/729-5200 01/28/98 Exterior Lath/Drywall PY AP 01/27/98 Interior Lath/Drywall PY PA R C CHANNEL 01/27/98 Underground/Conduit-Wir RI RI C/PAT/729-5200 01/21/98 Insulation RI RI C/PAT/729-5200 01/21/98 Insulation PY 01/16/98 Frame/Steel/Bolting/Wel RI RI C/PAT/729-5200 01/16/98 Frame/Steel/Bolting/Wel PY AP SEE NOTICE ATTACHED 01/15/98 Frame/Steel/Bolting/Wel RI RI C/PAT/729-5200 01/15/98 Frame/Steel/Bolting/Wel PY TR 01/12/98 Frame/Steel/Bolting/Wel RI RI C/PAT/729-5200 01/12/98 Frame/Steel/Bolting/Wel PY Pk SHEAR PANEL (2 SIDED) 01/07/98 Interior Lath/Drywall RI RI C/PAT/729-5200 01/07/98 Interior Lath/Drywall PY PA DROPS AT KITCHEN & BATHROOM 12/31/97 Gas/Test/Repairs RI RI C/PAT/729-5200 12/31/97 Gas/Test/Repairs PY (PA-:> UNDER DRIVEWAY 12/24/97 Sewer/Water Service RI RI C/PAT/729-5200 12/24/97 Rough/Topout PY AP NEED DECK SINK CONNECT/SANI WA 12/23/97 Shear Panels/HD's PY AP 12/23/97 Exterior Lath/Drywall RI RI C/PAT MCGUIRE/ 12/19/97 Frame/Steel/Bolting/Wel PY PA R.C. 12/19/97 Rough Electric RI RI C/PAT/729-5200 12/17/97 Roof/Reroof RI RI C/PAT/729-5200 12/17/97 Roof/Reroof PY AP 12/12/97 Ftg/Foundation/Piers RI RI C/PAT! 12/12/97 Ftg/Foundation/Piers PY AP POST FTG @ CARPORT 12/10/97 Shear Panels/HD's RI RI C/PAT/729-5200 12/10/97 Shear Panels/HD's PY PA DOUBLE SHEAR WALL HIT <RETURN> TO CONTINUE... 04/08/98 INSPECTION HISTORY LISTING FOR PERMIT# CB971799 DATE INSPECTION TYPE INSP ACT COMMENTS 12/10/97 Franie/Steel/Bolting/Wel RI RI C/PAT/729-5200 12/10/97 Frame/Steel/Bolting/Wel PY NR 10/24/97 Ftg/Foundation/Piers RI RIO C/PAT/729-5200 10/24/97 Ftg/Foundation/Piers PY kP 10/23/97 Underground/Under Floor RI RI C/PAT/729-5200 10/23/97 Underground/Under Floor PY 10/22/97 Interior Lath/Drywall RI RI C/PAT/729-5200 10/22/97 Interior Lath/Drywall PY tCA PER PAT MCGUIRE 10/17/97 Ftg/Foundation/Piers RI RI C/PAT/729-5200 10/17/97 Ftg/Foundation/Piers PY AP LOWER LIVING AREA 10/14/97 Grout RI RI C/PAT/729-5200 10/14/97 Grout PY AP LOWER BEAD WALLS 10/07/97 Grout RI RI C/PAT/729-5200 10/07/97 Grout PY AP 3RD LIFT 10/02/97 Grout RI RI C/PAT/729-5200 10/02/97 Grout PY P, SECOND LIFT 09/29/97 Grout RI RI C/PAT/729-5200 09/29/97 Grout PK PA, 16" LIFT ONLY 09/19/97 Underground/Under Floor RI RI C/PAT/729-5200 09/19/97 Footing RI RI C/PAT/729-5200 09/19/97 Footing TP AP) LOWER END & STEM WALLS 09/18/97 Underground/Under Floor RI RI C/PAT/729-5200 09/18/97 Underground/Under Floor PY 09/18/97 Footing RI RI C/PAT/729-5200 09/18/97 Footing PY Cö? MISSING REBAR ENLARGE FTG 09/16/97 Footing RI RI C/PAT/729-5200 09/16/97 Footing PY PA LOWER AREA RETAIN WALL HIT <RETURN> TO CONTINUE... Ce) 91- fl9C1 21e 09 0'E71't r C.W. LA MONTE CO. Soil and Foundation Engineering Services 1308 N. Magnolia Avenue, Suite I El Cajon, CA. 92020 (619) 593-0083 FAX 593-0194 October 24,1997 Job No. 97-2444 CITY OF CARLSBAD DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION 2075 Las Palmas Drive Carlsbad, CA. 92008 SUBJECT: FOUNDATION EXCAVATION INSPECTIONS SEA BISQUIT CONDOMINIUMS 2609 Ocean Street Carlsbad, CA. Dear Sirs: On October 21 & 24, 1997 our field soils engineer visited the above subject site and visually inspected the excavations for the upper (street side) stemwall foundations plus steel reinforcement placement for the foundations and slab. Based on our engineer's inspections it is our professional opinion the foundation construction substantially conforms to the recommendations set forth in our 'REPORT OF SOIL INVESTIGATION" dated December 18,1996 and will safely support the proposed structure. As always if you have any questions concerning this letter feel free to contact our office. Reference to Job No. 96-2444 will help to expedite our reply to your inquiry. Respectfully submitted, C.W. LAMONTE COMPANY CLIIRD W. LA MONTE RCE 25241, GE 495 oF ESs,0 ,40 -41estoo No. C 25.241 ) /Z-3j-7J) Fl AL BUILDING INSPECTION DEPT: BUILDING ENGINE NG FIRE PLANNING CMWD ST LITE PLAN CHECK#: CB9 1799 DATE: 03/24/98 PERMIT#: CB971799 PERMIT TYPE: PLANCK PROJECT NAME: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT ADDRESS: 2609 OCEAN ST t4R23 CONTACT PERSON/PHONE#: C/PAT/729-5200 SEWER DIST: CA WATER DIST: CA INSPECTgpl DATE INSPECTED: APPROVED DISAPPROVEDI or - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED - COMMENTS: FINAL BUILDING I ION DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD PLAN CHECK#: CB971799 PERNIT#: CB971799 PROJECT NAME: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT ADDRESS: 2609 OCEAN ST CONTACT PERSON/PHONE#: C/PAT/729-5200 SEWER DIST:. CA WATER DIST 'CA ST LITE DATE: 03/24/98 PERMIT TYPE: PLANCK INSPECTED j, DATE / / BY: INSPECTED: 1(6 1q APPROVED DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED INSPECTED DATE BY: INSPECTED: . APPROVED DISAPPROVED --------------------- COMMENTS: . FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING ST LITE PLAN CHECK#: CB971799 DATE: 03/24/98 PERNIT#: CB971799 PERMIT TYPE: PLANCK PROJECT NAME: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT ADDRESS: 2609 OCEAN ST CONTACT PERSON/PHONE#: C/PAT/729-5200 SEWER DIST: CA WATER DIST: CA INSP DATE BY: INSPECTED: 'APPROVED ------------------ DISAPPROVED DATE BY: INSPECTED: I. APPROVED - DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED - COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING CMW 9-T--LITE, PLAN CHECK#: CB971799 : 03/24/98 PERNIT#: CB971799 PERMIT TYPE: PLANCK PROJECT NAME: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT ADDRESS: 2609 OCEAN ST CONTACT PERSON/PHONE#: C/PAT/729-5200 SEWER DIST: CA WATER DIST: CA INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: - N k- FINAL B NG INSPECTION DEPT: BUILDING ENGINEERING F-i PLANNING CMWD ST LITE PLAN CHECK#: CB971799 DATE: 03/24/98 PERMIT#: CB971799 PERMIT TYPE: PLANCK PROJECT NAME: 2 CONDOS,2807 & 2866 SF,1030SF GARS,1993 DECK,DEMO 1,SEA BISQUIT ADDRESS: 2609 OCEAN ST MAR 2( 1998 CONTACT PERSON/PHONE#: C/PAT/72 9-5200 I SEWER DIST: CA' WATER DIST: CA INSPECTED DATE BY: IL INSPECTED: 3I7,L._APPROVED L-' DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED COMMENTS: DISAPPROVED SPECIAL INSP11ON PROGRAM AD13fthss OR LEGAL DE3IPfloN 2509 Ocean street -Carlsbad, CA PLAN CHECK CHFCK PJUMBER 2 OWNERS NAME: -Patrick V. McGue I, w the owner or agrot of the owner (cntracfws may Mt employ the bpecAal Inspector), certily that I. or ma arthtocUengfrieer of reaird wil be fe3panbl b l a 1 0 1 6fflp1O4lng the specIal Inspector(s) as nsqulred by tMftsin 1ig Cod. (USC) Skn 17011 for the consfrucVon pmjact Ioeoted at the site Vsted eDove. UBO Section 108.3.5. Is as the ertJneeifarhlIac% at record, crUfy that A have pre p a r e d the f0110w1n9 Inspection program as requhed by UBC Saeti 108.35 for the the she Noted above, 8gn.d I. List of work mquiring special lnepaiilion: located at Soils Compliance PrIor 10 FoundaUon InspectIon £1 Struc1uiI conorde Over 2500 PSI C3 Presteased Ckmmft E3 SfrucbuaI Mesunvy 13 Designer Specified 0 0 R ExpanelofllEpozy Anchors Sprayad-Oo FirepmofinV CI Omer - 2. Name(s) of lnäMdual(s) orifrmn(s) iesponslble far the specia l - no listed above: C Laionte -. ---- 3. bWer. of the $pe1J ItIspeCloIs fOrThw work listed above: Inspect foundation •xcavatio n s . - -t__.---1-- - •_ -U.--- -' __- ----- - - r - - -i--- -I----- - --- -- -- -------,---- - - C. - - - - - L- - mr- - - - -- - 5ovW peWsIeIl wCiø fl ed piii.._Uth* uden fOr 35bebeigvrk o rbok EsGil Corporation fProfessiona(P(an Review Engineers DATE: 8/28197 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1799 PROJECT ADDRESS: 2609 Oceanside Street PROJECT NAME: SEA BISQUIT DUPLEX SET: III U APPLICANT U PLAN REVIEWER U FILE 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. U The plans transmitted herewith have significant deficiencies identified onthe 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. Eli 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. U Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: - (by: ) Fax #: Mail TeIephoJ3V Fax In Person 64 -~ REMARKS: (Note on detail F/SD-I "provide special inspection for concrete portion of the retaining waif and backfill must be installed prior to floor framing".2. Provide inspection program to the building official prior to issuance of the building permit. 3. The site retaining wall will not be retaining any soil after the construction. There will not be any significant surcharge to the building basement wall. By: David Yao Enclosures: special inspection form Esgil Corporation - [:1 GA 0 C DEJ El PC log trnsmtLdot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 EsGil Corporation Professiona(!P(an Review Engineers DATE: 8/6/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1799 PROJECT ADDRESS: 2609 Ocean Street PROJECT NAME: SeaBisquit Duplex SET: II U CANT JURIS. REVIEWER U FILE 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. El 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: Wayne Davis 7676 Hazard Center Dr. 5th floor San Diego CA 92108 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person El REMARKS: By: David Yao Enclosures: Esgil Corporation 0 G [:1 CM OEJ [I PC 7/28 tmsmtl.dot 9320 Chesapake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 V Carlsbad 97-1799 II 8/6/97 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2609 Ocean Street DATE PLAN RECEIVED BY ESGIL CORPORATION: 7/28 REVIEWED BY: David Yao PLAN CHECK NO.: 97-1799 SET: II DATE RECHECK COMPLETED: 8/6/97 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 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, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL CORPORATION. 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. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. 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? I DYes ONo Carlsbad 97-1799 II 816/97 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. This does not apply to detached, sinile- story dwellings. Section 1804.5 The soil report provided by C.W.La Monte Company (dated 12/18/96) did not address the potential soil liquefaction concern. Please check. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Note on sheet SI shows where required by the governing agency, provide foundation inspection. The note shall revise to soil engineer recommended. 18. Show nailing will be in compliance with Table 23-I-Q. 27. Sheet 9 of the calculation show the incidental reaction at top of the retaining wall is 300 lb/ft. Provide more detail calculation to justify it. (IF the retaining wall design for a restrained condition, a uniform pressure equal to 8H shall be considered as acting everywhere on the wall per soils report. Please check the retaining wall design.) The response from the engineer indicating that the retaining wall will not be shored during the backfill operation and will resist soil pressure as cantilever. Since the wall will be pure retaining wall without the floor connect to it, the incidental reaction will not be there. The design of the retaining wall shall not include the incidental reaction from the floor. The wall may need special inspection and more reinforcement. Note on the plan the retaining wall shall be backfilled before install the floor framing. If the floor framing will connect to the wall before backfill, provide more detail calculation to justify the 3001b/ft incidental reaction. '47. City to determine if the garage for unit A is adequate. If you have any questions regarding these items, please contact David Yao of Esgil Corporation at (619) 560-1468. Thank you. EsGil Corporation fProfessionaffP(an Review Engineers DATE: 7/15/97 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1799 PROJECT ADDRESS: 2609 Ocean Street PROJECT NAME: Seabisquit Duplex SET:I U APPLICANT JURIS O-PrAN REVIEWER U FILE E-1 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII 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. El 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: Wayne Davis 7676 Hazard Center Dr. 5th Floor San Diego CA 92108 Esgil Corporation staff did not advise the applicant that the plan check has been completed. El Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted (by: ) Fax #: Mail Telephone Fax In Person [II REMARKS: By: David Yao Enclosures: Esgil Corporation El GA DCMDEJ El PC 7/8 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 Carlsbad 97-1799 7/15/97 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 97-1799 JURISDICTION: Carlsbad PROJECT ADDRESS: 2609 Ocean Street FLOOR AREA: STORIES: basement/2-story and mezz unit A- living 2807 garage 552 deck 941 unit B- living 2866 garage 478 deck 1052 HEIGHT: -25 feet REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 7/3 ESGIL CORPORATION: 7/8 DATE INITIAL PLAN REVIEW PLAN REVIEWER: David Yao COMPLETED: 7/15/97 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 Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). 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, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. I • GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r31'orw.dot Carlsbad 97-1799 7/15/97 . PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and, calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Clearly show the maximum building height based on the definition in Section 209. Plot the finish grade (as defined) on the elevations and dimension the distance to the floor above, for story determination. . FIRE PROTECTION 3. Show locations of permanently wired smoke detectors with battery backup: a) On each story.(unit A-mezzanine) NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. . GENERAL RESIDENTIAL REQUIREMENTS 4. Note that the discharge point for exhaust air will be at least 3 feet from any opening which allows air entry into occupied portions of the building. Section 1203.3. 5. Ductless fans cannot be used in bathrooms if a tub or shower is present. Section 1203.3. 6. Dimension on the plans 30" clear width for water closet compartments and 24" clearance in front of water closet. Section 2904. Carlsbad 97-1799 7/15/97 EXITS, STAIRWAYS, AND RAILINGS 7. Provide stairway(entry) and landing details. Sections 1006.3, 1006.15 and 1006.2. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise maybe 8" maximum and run 9" minimum. 8. Handrails: (entry) Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height. C) Stairways having less than four risers and serving one individual dwelling unit need not have handrails. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Except for private stairways, at least one rail shall extend 12" beyond top and bottom risers. All stairs shall have handrails terminating in a newel or safety post. Section 1006.9. 9. The handgrip portion of all handrails (entry) shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 1006.9. 10. Provide details of winding stairway complying with Section 1006.4: Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. Maximum rise is 8 inches. Minimum width is 36 inches. ROOFING 11. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. Carlsbad 97-1799 7/15/97 GARAGE AND CARPORTS 12. Show garage framing sections, size of header over garage opening, lateral cross bracing at plate line, method bracing garae front and holddowns if required. Chapter 16. NOTE: Maximum shear panel height-to-width ratio is 3-1/2 to I for plywood. Table 23-I-I. . FOUNDATION REQUIREMENTS 13. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. This does not apply to detached, single- story dwellings. Section 1804.5 14. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 15. Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 1804.7. 16. If required, show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. 17. If hold downs are required, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. FRAMING 18. Show nailing will be in compliance with Table 23-I-Q. 19. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 20. Show clearance between top plate of interior partitions and bottom chord of trusses. (To ensure nonbearing condition between supports as designed). 21. Per UBC Section 2343.6, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have Carlsbad 97-1799 7/15/97 permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: Identity of the company manufacturing the truss. The design load. The spacing of the trusses." Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall. be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. 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. Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof'. Section 1402. The spans and loading condition for FB-9, FB-1 0 and FBA I are not the same between the calculation and the framing plan. Please revise the calculation to match the plan. The header H-I 6 on sheet 6 of the calculation appear to not show on the framing plan. Please clarify. Sheet 9 of the calculation show the incidental reaction at top of the retaining wall is 300 lb/ft. Provide more detail calculation to justify it. (IF the retaining wall design for a restrained condition, a uniform pressure equal to 8H shall be considered as acting everywhere on the wall per soils report. Please check the retaining wall design.) Sheet 14 of the calculation show 2-3.5 feet panels and 1-4.5 panel along line I at 2nd story. The framing plan on S-3 did not show it. Please check. The shear walls located at mezz-line 2 and C, I st story-line I and 5 appears to have much higher uplift force as the calculation shown. Hold down anchors appears to be required. The shear wall at 2nd story along line 2 has 1336 lb/ft per sheet 14 of the calculation . The uplift force at the end of the panels appears much higher than 60241b. Please provide proper hold down anchors to resist the uplift force. Provide calculation to justify the connection detail between the hold down anchor at above shear wall and the steel beam. Carlsbad 97-1799 7/15/97 . MECHANICAL (UNIFORM MECHANICAL CODE) Show the size, location and type of all heating and cooling appliances or systems. (2-FAU) Note on the plans that the FAU closet or alcove must be 12 inches wider than the furnace or furnaces being installed. UMC Section 315.1. Show minimum 30" deep unobstructed working space in front of furnace. Section 305.2, UMC. Show access to the attic containing equipment to be minimum 30 inches by 30 inches. The opening may be 22 inches by 30 inches if the equipment can be removed through such opening. Section 319.3, UMC. Note that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. Section 319.4, UMC.(if applicable) Show permanent electrical outlet and lighting fixture controlled by a switch for furnace located in attic or underfloor space. Sections 319.6 and 320.1, UMC.(if applicable) 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 711.3. . ELECTRICAL (NATIONAL ELECTRICAL CODE) Note on the plans that receptacle outlet locations will comply with 1993 NEC Art. 210-52(a). . PLUMBING (UNIFORM PLUMBING CODE) Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 410.7 New water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush and shall meet erformance standards established by the American National Standards Institute Standard A112.19.2. H & S Code, Section 17921.3(b). . ENERGY CONSERVATION Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s). Carlsbad 97-1799 7/15/97 Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." . CARLSBAD S.F.D. & DUPLEX SUPPLEMENT New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). City Ordinance 9792 requires two parking spaces/unit with clear area of 20'x20' i.e. no washing machines, etc. Show compliance. . MISCELLANEOUS 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. 49.. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U 50. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. I Carlsbad 97-1799 7/15/97 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 91-1799 PREPARED BY: David Yao DATE: 7/15/97 BUILDING ADDRESS: 2609 Ocean Street BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA (ft.2) VALUATION MULTIPLIER VALUE ($) living 5673 78 442494 garage 1030 22 22660 deck 1993 11 21923 Air Conditioning Fire Sprinklers TOTAL VALUE 487077 1991 UBC Building Permit Fee LI Bldg. Permit Fee by ordinance: $ 1,997.50 1991 UBC Plan Check Fee El Plan Check Fee by ordinance: $ 1,298.38 Type of Review: 0 Complete Review LI Structural Only Q Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 1,038.70 Comments: Sheet I of I macvalue.doc 5196 EsGil Corporation Professional Plan Review Engineers DATE: 12/10197 JURISDICTION: Carlsbad U APPLICANT 4RIS. /o PLAN REVIEWER U FILE PLAN CHECK NO.: 97-1799 Rev SET:I PROJECT ADDRESS: 2609 Ocean Street PROJECT NAME: Seabisquit Duplex 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. LI 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. El 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. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person REMARKS: By: David Yao Esgil Corporation El GA 0CM OEJ E] PC Telephone #: Fax #: Enclosures: approved plan 12/9 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576 "Carlsbad 97-1799 Rev 12/10/97 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1799 Rev PREPARED BY: David Yao DATE: 12/10/97 BUILDING ADDRESS: 2609 Ocean Street BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION VALUATION BUILDING AREW—F (ft.2) MULTIPLIER F VALUE ($) revision( remove the 1 hr pilaster and beams at north end) Air Conditioning Fire Sprinklers TOTAL VALUE 1991 UBC Building Permit Fee fl Bldg. Permit Fee by ordinance: $ 1991 UBC Plan Check Fee L1 Plan Check Fee by ordinance: $ 108.94- Type of Review: 0 Complete Review Z Structural Only Z Hourly 0 Repetitive Fee Applicable 0 Other: Esgil Plan Review Fee: $ 87.15 Comments: Sheet I of I macvalue.doc 5196 City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: 7/9/97 PLANCHECKNO.: CB 97 i79 BUILDING AI3DRESS: 09 .5:t PROJECT DESCRIPTION: 2 tiit ASSESSORS PARCEL NUMBER: - IL/-U -03 EST. VALUE: ENGINEERING DEPARTMENT By 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 marked witlt 0. IJâke necessary correct Please see1,.thi')attached report of deficiencies ions to plans or specifldatioR( for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By ?J_< Date: :7//c/c/) ___________ Date: By: Date: FOR OFFICIAL USE-ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: By: Date: ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON Dedication Application Dedication Checklist Improvement Application Name: David Rick City of Carlsbad Improvement Checklist Future Improvement Agreement Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Grading Permit Application Phone: (619) 438-1161, ext. 4324 Grading Submittal Checklist Right-of-Way Permit Application 17-°' Right-of-Way Permit Submittal Checklist and Information Sheet V q , -- ) Sewer Fee Information Sheet 'J lfl- A-4 CA 92009.41576 (619) 438-1161 • FAX (619) 43894 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow. D. Property Lines Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets G. Driveway widths 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent toWards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 0 0 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following E Project N6'SI)P '77-01 , R.? so itoTy Conditions of approval for (te .)14 MalAr' c_,_'a, 20 (tc..ly ..ii o+- P '?).i- .t sr ).. cfi) i S ct(.'i ):k1. tscA Ic ) U 0 0 4b. All conditions are in compliance. Date: H:WORDiDOCSCHKLSfl8uiin9 Planthecli Cklst 6F0001 Form ORoc 2 Rev. 12128196 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS ST./ D/ 3RD/ ci ci 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 " ' . 1 for remodels with a value at or exceeding $_, pursuant to Carlsbad O .f Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x II" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS D6 3r2- ,WTT (?e-ck. pL<e t a/..to, 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 $ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: H. Tf- cMSca)'% 1tM f %'Jr Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: ci 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recentprnprty title reprLor - current grant deed on the property and processing fee of $ 'O so we may prepare the necessary Future Irifróvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a 6 Building permit. Future public improvements required as follows: ftWORDDOCSCHKLSflBuiIding Plantheck CkI5t 8P000I Form OR.doc 3 Rev. 12126196 BUILDING PLANCHECK CHECKLIST St / 2nd/ 3/ U U 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: U U U 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 0 0 0 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). ) • U 7b. Grading Permit required. A separate grading plan prepared by a registered Civil ( 3:7 -2 Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: • Date: 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even / if a grading permit is not required.) U U U 7d. No Grading Permit required. MISCELLANEOUS PERMITS U 0 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: L + v ti-j Jfr H:WORDDOCSCHKLSTWuIkiing Plantheeji Cklst BP000I Form OR.dOC 4 Rev. 12126196 yx( r"l- BUILDING PLANCHECK CHECKLIST 3rdl A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: 11. 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 first. IRequired fees are attached No fees required Additional Comments: LuI Lii H:ORDDOCSCHKLSflSuilding elantheck CkIst BP0001 Font, OR.doc 5 Rev. 12126196 2 SWA City of Carlsbad BUILDING PLANCHECK CHECKLIST C q 1- 2 Z DATE: 719•/ PLANCHECK NO.: CB 9 1799, BUILDING A6DIESS: t609 tr St PROJECT DESCRIPTION: 2 ti,it CI,A&O. ASSESSOR'S PARCEL NUMBER: 2r3 - III-O - EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure 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 Please see,,t è attached report of deficiencies marked witlf 0. IVJ ke necessary corrections to plans or specifidation( for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By ) < Date: By:/ K_ Date: Date: p1 Cr a4" . i FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: B7?1I 272zZ- Date: 17 TP ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement .Grading Permit Application Grading Submittal Checklist ENGINEERING DEPT. CONTACT PERSON Name: David Rick City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 - Phone: (619) 438-1161, ext. 4324 Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet .6Ev' '76*)k1Dt V q6-o) ctf tiw5 97-2k MS 17-01 1&- )7 A-4 CA 9200911576. (619) 438-1161 • FAX (619) 43294 DISCRETIONARY APPROVAL COMPLIANCE 4a. Project Conditions of approval for BUILDING PLANCHECK CHECKLIST SITE PLAN )1/ JDI 3R Ay 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Existing & Proposed Structures E. Easements Cec'< J ,I C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets / G. Driveway widths Y.60W 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 0 0 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION 0 4b. All conditions are in compliance. Date: MAWORDIDOWCHMSMuBding Plentheck Cklst BP0001 Fern, OR.doc 2 Rev. 12128196 I BUILDING PLANCHECK CHECKLIST / DEDICATION REQUIREMENTS Sit Dt 3R ow El 91 ' 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm C+drain or utility easements on the building site is required for all new buildings and De&lcc" ' for remodels with a value at or exceeding $ , pursuant to Carlsbad 4 j4e9.. r.edNMok Municipal Code Section 18.40.030. 1) %t b4'4.tM PM '!7 O Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2 x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS dD 9 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 Dw6 - construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040. /1..VY ee Public improvements required as follows: pAr keA Q/Lto,eJ H - Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent prnperty current grant deed on the property and processing fee of $ 130 . 00 so we may prepare the necessary Future Improvement Agreement. This -agreement must be signed, notarized and approved by the City prior to issuance of a 6 Building permit. Future public improvements required as follows: H:WORDDOCSCHKLZTBuIldkig Planclieck Cklst BP000I FOm, DR.doc 3 Rev. 12126196 e BUILDING PLANCHECK CHECKLIST 3rd/ U 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: $vS- lo t i.j. Date: U 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. XNEW GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. U U U 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). G bwl 4nwc) G R 97-31 7b. Grading Permit required. A separate grading plan prepared by a registered Civil tw6 Engineer must be submitted together with the completed application form jc attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: . Date: I1 7c. Graded Pad Certificatioji required. (Note: Pad certification maybe required even if a grading permit is not required.) U. U 7d. No Grading Permit required. MISCELLANEOUS PERMITS U<) U 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm _djajji..seM,er and waterutilities. Right-of-Way permit required for: MpPJev.e44J £m ... romct\e f o€r'eJ u+keS. V H:WORDDOCSCHl(LSflBuildIngPlantheck 019 BP000I Fenn DR.doc 4 Rev. 12126196 - - BUILDING PLANCHECK CHECKLIST (9) l0 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: 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 first. U U 12. /Required fees are attached U No fees required U P 0/1 Additional Comments: MJH r'&o rrJ'OJ I IAfr.1 .f. - fl • p H:WORODOCSCHICLSflBuiIding Plantheck Cidsi 8P0001 Form DR.doc 61 Rev. 1V26196 ENGINEERING DEPARTMENT M5 T7-6 1 FEE CALCULATION WORKSHEET 5 new £04d04/itJ41j J £(i'1W01I$ O'( F Estimate based on unconfirmed information from applicant. C) Calculation based on building plancheck plan submittal. Address: 2609 Oceai S1 Bldg. Permit No. £6' Prepared by:D. Rck Date: 7/0/97 Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Fts a Mj -1 o j,& ) EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: ADT's: q5 Y L1,O131 5t, FEES REQUIRED:for PUBLIC FACILITIES FEE REQUIRED: ES 0 NO (See Building Department for a!pount) WITHIN CFD: 0 YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) Er NO D 0 1. PARK-IN-LIEU FEE PARK AREA: FEE/UNIT: X NO. UNITS:______ V2. TRAFFIC IMPACT FEE ADTs/: I x FEE/ADT:f 671 e413. BRIDGE AND THOROUGHFARE FEE ADT's/S: I X FEE/ADT:__ *4. FACILITIES MANAGEMENT FEE ZONE:t UNIT/SQ.FT.: X FEE/SQ.FT./UNIT:_________ =$ or,friq7o1 0 5. SEWER FEE PERMIT No. ) / l. EDUs: 1 X FEE/EDU:I 'IO BENEFIT AREA: DRAINAGE BASIN:_______ EDU's: X FEE/EDU:________ 1h It bt 6.. DRAINAGE FEES PLDA A : HIGH __ /LOW ACRES: . lit X FEE/AC:2, /4( 7. SEWER LATERAL ($2,500) = =$ TOTALOFABOVEFEES*: $ *NOTE: 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. P:\DOCS\MISFORMS\BP0002.FRM REV 01/22/97 City of Carlsbad S /11 TO: DEVELOPMENT PROCESSING SERVICES FROM: ENGINEERING INSPECTION DIVISION DATE: . P791 ROUGH GRADING APPROVAL FOR PROJECT NO. V1 7-01 &F 37 —4 (P.E. OR TRACT #) Oceei !9e.e7 (Ipi c&w . 1Z (PROJECT NAME & ADDRESS) LJ - C. I . . b1 (DEVELOPER'S NAME & ADDRESS) We have inspected the grading for Lot% 1 or of the above mentioned project. In addition, we have received rough grading certification from ILIfFJIW LI. LA zs241 ,the Soils Engineer, dated 4,.. 3O /997 and from B -q In Yk re ,the Supervision Grading Engineer, dated Aeor Z , and are satisfied that the rough grading has been completed in accordance with City Standards. Based on these certifications and our observation, we take .no exception to the issuance of a building permit for LotØ I or-Phase - of project 141Ti -0 1 from a grading standpoint. This release, however, is not intended to certify the project from other engineering concerns including site development, water or sewer availability, or final grading. We will need to be advised prior to the issuance of a Certificate of Occupancy so that we can verify that final grading and landscaping has been completed in accordance with the approved plans for the project. APPROVED: 7z, P14,2d'ECT GR1NGINPCTOR 7 SR. CONSTRUCTION INSPECTOR FOR 2075 Las Palmas Drive • Carlsbad, California 92009-1576 (619) 438-1161 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB4I I19 Address VO09 Qa.r Planner TeRei %06nM Phone (619) 438-1161, extension 4447 41 1 Type of Project and Use: ui'i t £onAo Project Density:I 7 Zoning: ? General Plan: K4 Facilities Management Zone: I CFD (ini$j Date of participation: Remaining net dev acres:_ - Circle ne (For non-residential development: Type of land used created by this permit: Legend: 0 Item Complete (J1 Item Incomplete - Needs your action Environmental Review Required: YES VNO TYPE J ' t-c. DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES V NO TYPE APPROVAL/RESO. NO j? DATE 6 -7 -ri V -ol kDP%-1 PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? Conditions of Approval:7c'o 4tJ / Coastal Zone Assessment/Compliance conjns which require Project site located in Coastal Zone? YES NO____ CA Coastal Commission Authority? YES NO? '"'- '-'-- If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (CoastalPermit Required or Exempt): (1J' Q1 Coastal Permit Determination Form already completed? YES _L...-'NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: 61 1S Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. c92 >. C., C 0. Zoning: Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown fl Inclusionary Housing Fee required: YES'>< NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (Enter CB #; UACT; NEXT1 2; Construct housing YIN; Enter Fee Amount (See fee schedule for amount); Return) ci r'4 107 Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing topographical lines. Provide legal description of property and assessor's parcel number. E ,3. Lot Coverage: Required Shown / ,sjp1 iiô Aepc-OzL 4. Height: Required Shown jO.'WAY!i/Lt 32 Parking:e F-1 5. Spaces Required .-' Shown Guest Spaces Required Shown I IF, A LIPS ~zn~,Mvml WWI -i • ii OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE . -\ -'1 \-1 z. M bi,. Tw4 15JNCJ' COASTAL PERMIT DETERMINATION FORM (To Be Completed By Planning Staff) This form is used to identify and record those projects which either require a Coastal Development Permit or which are exempt from the requirement for a Coastal Development Permit. Note: This is not a building permit or a determination under the California Environmental Quality Act. COASTAL PERMIT DETERMINATION NUMBER: ASSESSOR'S PARCEL NUMBER: cO 2) I C) NAME: P1) T mc. QGk o-), ADDRESS: c 0 £7 (9Le 1 ) ST LOCATION OF PROJECT (IF DIFFERENT FROM ABOVE): PROJECT DESCRIPTION: e 1?_6C1S 7l447- j4/-E4 noi LJe-~-,i AAC A) COASTAL PERMIT DETERMINATION: 1. This development is exempt from the requirement for a coastal permit. fl 2. This development requires a coastal development permit from the City of Carlsbad. LI 3. This development is in the State of California Coastal Commission area of jurisdiction. a-1 kX4ztW^*-L -- — 3 Planner's Signature Date This determination relates only to the project described above and shown on the attached plans. Any change to the project may change the determination status. If the information contained in this submittal (including plans) is changed, found to be incorrect, or incomplete this determination shall be invalid. C: Applicant, Project File, Building Permit File (when applicable) H:ADMINtCOUNTEROETERMINATION FORM (COP) OfIC- jtl 6~_p "ou PLANNING DEPARtMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. 5B P't D3 Address Planner Phone (619) 438-1161, extension APN: Type of Project and Use: Project Density:co 11 ____________________ Zoning: General Plan: Facilities Management Zone: CFD ('n/n,it #_Date of participation: Remaining net dev acres:______ Circle One >. >. (For non-residential development: Type of land used created by ; this permit:_________________________________________________ Legend: Item Complete 0 Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:____________________________________________________ E3--EI E Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO CA Coastal Commission Authority? YES NO____ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO • (Enter CB #; UACT; NEXT 12; Construct housing YIN; Enter Fee Amount (See fee schedule for amount); Return) Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing Street improvements, right-of-way width, dimensional setbacks and existing topographical lines. i!1 E Provide legal description of property and assessor's parcel number. Zoning: Lf Setbacks: Front: . Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown E!1 E Lot Coverage: Required Shown E Height:• Required Shown 121 E Parking: Spaces Required Shown Guest Spaces Required Shown E Additional Comments_____________________________________________________ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ,J(Q.&x DATE /cd77 City of Carlsbad November 19, 197 Patrick McGuire 2725 Jefferson Street, Suite 7 Carlsbad, CA 92008 Sea Bisquit Plan Check, CB 97-1799 In reviewing the building plans submitted for above project, staff noticed that there are two structural elements proposed in the side yard setbacks that are not permitted by the Zoning Ordinance. These "arch" elements will have to be relocated to comply with side yard setback requirements. Although these were apparently included on the site plan that was approved by the Planning Commission, they were approved in error. Please relocate the posts that support the arches to the structural line of the home. The posts may intrude two feet into the side yard setback. Variances granted for this project did not include approval for 0' side yards. Thank you for your cooperation. Sincerely, Adrienne Landers Senior Planner C: Michael Holzmiller Gary Wayne 2075 Las Palmas Dr.. Carlsbad, CA 92009-1576. (619) 438-1161 • FAX (619) 438-0894 97060 - Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report:Monday, August 25, 1997 Reviewed by:ft7 Contact Name Wayne Davis Address 7676 Hazard Center Drive,Suite 500 City, State San Dieqo CA 92108 Planning No. CP96-01 Job Name Sea Bisquit/McGuire Job Address 2609 Ocean Ste. or Bldg. No. Approved - 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 modifica- tions, 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 construct or install improvements. O Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st •2nd 3rd Other Agency ID CFD Job# 97060 File#___________ 2560 Orion Way 0 Carlsbad, California 92008 0 (619) 931-2121 5E74 15,4'644ev1/ C.i144, t/&,fs V / 4 4- p .7 ?V £ Af JOHN lUCIA - 12-4-q ENGINEERING & CODE CONSULTING 9757 WYMAN WAY SPRING VALLEY, CA 91977-3447 (619)463-7718, FAX: (619)463-4964 P. Me t2161 I * SHEET ExpQJ CSV'.. 1 of I C4,/17IVG -/, P'-oz ~tll, IV _4)q/ Pat4/aw; g, cc 5, c-a 4-)c 4 vi 'rz-. rage CR R z L - /P jen, A2A4 L45hJP - S6E p — - - /9' ,t4/Me RM I MI4 -22 92 *1&44o Ce'( r .,s P#4 4 q 110` 5 i & CL1 - 4 s/oil)' Id ,4-5y ,44. 64 Pi-*r CL ' L /#A #9, 's . x /,g 'MC FOT W1P N"7 1'L MAD&a5j4 ,4.MeCERSM&EP To C4QAjJ9erYS,47E7 c.. ict 1 t. t/A-rz PA 0 F7)J Err. e'EA14 /coi. /ocr. (,. AeEv'o. 2-3-7, 'c' io-4°-47,, 4p.v1p. 7-21-41)eel- If C. p A141,J4 744ArA4 'A i + I L - 1:57 i.4 ITY Ld ?14'M J : c7Tds dli 1çfrg -.1' _k.itw a-i htfPY/M '7/r/7 I77 -low Xm fr .47o7 (L) • __ ___ ___ 74'. cf/ L2I-fr.9 OV-30 - ilY7cj F Sa'b?7c? W9-t1 () ic • 72 ii°4 L _ ia Jff 7iif /-fc2/f (=-:?7 --d I ?N c2) £# (& r9fr7J S jw& -Wk d&Pd 10 ca2 -CDO $ ,vaL.uablo7 Pat- ri '— k7 J(4Ud bii 1 -d(i1J A V 7 4D piia7 4zi1-&1g J / 7 c TWo -5/PEf/r/4i. cca,_/Po p A y /5 en '1 JOHN NICIA ENGINEERING & CODE CONSULTING 9757 WYNAN WAY SPRING VALLEY, CA 91977-3447 (619)463-7718, FAX: (619)463-4964 A. 4\ *1eMo.1617:• j). SHEET CIVIL. Exp. v . lofj MAvd q, y 9.491- '2) /4.I rVP 4i44OZ741d 7Drn Oq 60.A4A !_M'4)' '"% i(p q01 V i-r — a4r1Z7,W 6 l Pi4 /4j!ç fO9 6fI4P5O ,&-) R 772Oj7 r IE'e7 s//14,472 a j4 EPMET-iT 147v xv1-'4. A4014R IN rz2. £Po)'y7T ADetE /V /A/ T-o PaPZ -791-414-5 f' I/o4 I/izi MI rtfl# 1510 ya=A-r,,F 6 /--DA ,4-PP2, IC •"4& 'F,.L 'p1 'ci/vf - 7, dd-j?' '1 c Ji '-Vfl4 ~,fl S7J1I ift29 (*)f4' 'q~1!7 L77 P7Q' Lt)V 'dd)1 X cJ1(k71fi7 Jd-3,L :dO n t'k ,5/ 1 ,'4W/4-7 I/I ' °'VfJ44' t1079/ ( c,(' /M '70: 1 7 0L L'd11 dcil/c ---7-L-v1d '1 1i3/ frVJ4-i' / X 9/ /'4-id 'I7 '7.L t+'?d :tj ~,-.--4 11 7WA-MI'T14*14~; __ .ov) i57/-V.hd __ co agc' (O3 L4L -0 1./ PLoce 10A4 . 7V Wall pel- 1A /ail ,o. T1 JOISTS PEP- p'44J - p,+ #fp :P445-a 4 1&77,0ç °E?Z 4?4 &Oy' *,vj T5 €, O#4 ?4D OF L.E04 4PSO/J ./4t2. /1-Ai-I467Z L-I61 iSb11 7 72 PI-4A/ *pe det 0 LV "I'f 1' be/i&v ilu Id tti t'n. /' uetho &oiJ 74frt)/ àdz is r,01 j% boid7 4 Pa 4 /15 45k- 10 /0 SHEET PAv/ 4tItYe,'u,e I P/o#'q 1 of / A 1-7cI47E Fl: .540.4 Resh1ess,a/ C.ido. ZlWef 2 JOHN NICIA 7-*D 17 ENGINEERING & CODE CONSULTING 9757 WYMAN WAY SPRING VALLEY. CA 91977-3447 (619)463-7718, FAX: (619)463-4964 /4- x / 4-" 1 &D//n 6aø& v!. /c"v/c , ,otcA ed '2 i'/eweyd 4,/y #M/ & csed th / zic, 6-ko dDWr7 7 T% /0(57 CA t fcfecs. ziat zo /wrds 4 7 C71 byp jozs s'e. ?pjdIceqtvn ma n c,' Ae a te'aJe IflfCpo//3 e47L at d$(dc N\ $om q 46t c/ird i/ e,fhe it, hrma -4'74 Aee dells e'/ ceø2a4 -i-z--qi %EV SHEET: FLOOR FRAMING: (See notes on sheet JOISTS: TY?. (U.0.N.): LL < 40 psf DL = 13.0 + 2.0 + 3.0 + 2.6 + 1.4 = 22 psf)'PS) Lee schedule on sheet d-phisb topg shtg frng cig niisc 4Ji F=:50p1f(TL) w=40(LL.)+22(DL)=62psf(TL) I 7'4' Idxi. €_1f( rn'tc4i 'Z "" 1,L 14M 01C '57 I •*"q*s ~'64 A; = f4i1 1 Pfr1 11 5LoF' 7P R2 c#QP -,4q ',4"/pr, c *Y7 pg. 4Vw té' &ndio,q FI3-2: (p) 202' "1%7 ti —t - r2cro 1 *7/, III ti 6' t / ODZ/, 4,te. P. LL 4Op5F , PL tt.Opf IeOoc, P$F p 4o7 1Yscr. P-p . HEADERS & BEAMS: TYP. (U,O:N.): w < 500 pif, R < 250 x L H-il: w < 800 pif, R < 400 x L < 3000 * H-12: w < 1200 pif, R < 600 x L. < 3600 * PP c9- 16 fl% 17 T/P 1(.•/ irn. rntry ,;i+ e oAas See schedule on sht: 4x6 to 4.0 4x8 to 5.0 44-.10 to 6.5 & 4x12 to 7.5 4x6 to 3.0. 4x8 to 4.0 4x10 to 5.0 & 4x12 to 6.0 \4r 2 P.etkIe'/ £74V!3 ci M4a1/;4 JOHN NICIA 7-/7 ENGINEERING & CODE CONSULTING 9757 WYMAN WAY SPRING VALLEY. CA 91977-3447 (619)463-7jj.LAX: (619) 463-4964 A. A i-No. 21617 SHEET 1 of 3 87pci2ru.ee(L oi'/s.• 7--91 R. q 7-17 9 - / ?et - , c4il4,, >* , ac-_ &Apill "I ' 94pge. 7lte 9.r4fe 1vit ' da 51fr1f.d ? Ari ced i, Me 5ee za(dez?' -a- , +e4 c cew 'V kLI.4i.444 7 cOi414' a-e6 I 1L ,&ari' -0/ a-.. i ' /'ad / ; / e,r2t ze-ed vje-7 P: 5ee 4e 4S1aq , L 74Y' /j /d-ds'&. 4e-a tie' 'S I d91' &40 I 4?hI7e€d p14. e- i-a2Iz . 4t4ate. ee veSd , 1t2t' S L jdI42. ti4*i. p3k3. -ID -6"Ve4 46 ii. • 6e.. bolk p-iz dieij. pt-/ -are- peJje 'itpg', 5'ized-t 4i 5e.e- reu' /ee-t ,4'eo,- , ,y ,a Ia . 11-1/ d'c z' Pi/idrm' Z agree- / c aO-/ 9 C-HfJe1-le, "i ii 4 o 3ia.c#iry ea/I e'e rnged cr.e z - a #Is1 cd' g€4#1 / c99rt. t()aif ai1/ 21es-rü4q i/ LA 1I ç1e- a- e 1/ ,i ca r-e 5 c-a '-JAI / (5 Z 'OeA:31 t74or e%erE- eviel 4 ", ,cde(Ja/ '1Pee - 2i4Je&,? pe'- ed-c (r el l, 4 z 4 375pj re no purim 4WCAdr3 (f>-/ried m5 4U i no tetor1s4q LgO €r .5/ Z tfJ4/i. __ cdfe-. adthe,/-e (L) 4O)4'paiiei c5e rei d' 14M . ø e4- iei 3ee- $At 14R 7:;:?c;' 2&, Gco7' 157 b&/• '/ M~ .4," 1r ai , /1 - 33I4Pi€, / . S 742rf pof4 7400P j'tt L' 1W, V. 4 JSW( eu411 • 5ee sk't ic 9e*deteP otd-doi on t€R. 1€t#i'y 1t aAL oil flte ' 5'b 'ii:- / ft -a c)oi' / - iç, =• - Ii QQCj/ 69 - S di:d5l(n, -00. \\ A.f /4!L LL76 11 ?1 V7L cp c1frw7 'b ch.)o!!L øW'd 11 •141q /?1L 'j d-'7 t:ip,i4Jj •11 eQ9,,/c .7t'p Wp-p)09 2 67J - $ I P. eact,a / C#do £/i1f7S AVI3 Arndwuve JOHN NICITA 7-2-77 & CODE CONSULTING 9757 WYMAN WAY SPRING VALLEY, CA 91977-3447 (619)463-7718, FAX: (619)463-4964 A. fe 0. 61 E:7'J SHEET Civ lof'2./ ROOF FRAMING: (See notes on sheet 4 -/ "1- v/,. TRUSSES: TYP. (U-0.N-LL LL < 16 psf DL < 10.0 + 1.5 + 3.0 + 2.6 + 0.8 = 18 psf See ca1cs. & details by rfg shtg frmg cig misc truss mfgr. RAFTERS: TYP. (U.O.N.L LL < 16 psf DL < (Same as trusses) See schedule on sheet 5-I 4- 1010*05 READERS & BEAMS: TYP. (U,0:N.L w < 500 pif, R < 250 x H -1: w < 800 pif, R < 400 x L < 3000 * Ii -2: w < 1200 pif, R < 600 x L < 3600 It H -3: w < 400 pif, L < 16.5, R < 3300 * 11 < 13613 ft-It, I = 5051n (4x ),4041n (PAR.) S = 13613(12)/875(1.25)=1494jn (4x ),121in (6x ) See schedule on sht: -f 4x6 to 4.0' , 4x8 to 5.0' 4x10 to 6.5' & 4x12 to 7.5' 4x6 to 3.0', 4x8 to 4.0' 4x10 to 5.0 & 4x12 to 6.0' 6x12Jt1DF7L or 3.5'x11.88" PARALLAM wl (1) 2x trim. & (1) 2x king stud ea end /ooF P £ec- cTh/5s 40 pc/, (0 I, g 4f/ rn/ac e1 B6-f S (c9i#.) D4-PPR 1-0-r/3g SLOPE WP C#1O.QP f/=g; PRc#4 /211('N0d4.) lv somla 114S,Oe p*' E sqppogr RIdIM EN1 (p?q) cT-oil- SHEET: IS FLOOR FRAMING: (See notes on sheet JOISTS: TYI'. (U.0.N.): LL ( 40 psf DL = 13.0 + 2.0 + 3.0 + 2.6 + 1.4 = 22 psf(3) See schedule on sheet -/dpfa.t topg shtg frmg cig misc (p'i.)gq' 64 FIJ-1: (ç.i) p=:50p1f(TL) w40(LiL.)+22(DL)=62psf(TL) I I41bo4'/. 4 illililEllI Iii II111111,LIIIIII[T1 It3(000*4' R1:s 14 MAY-. R2:9 I44-' / pg. 11$Y, AIM. FIJ-2: (pp) '14%7 r!44 1' tt 8t0 & i 44. 2€OC31t I9S5 !J''//OP.W p i44,7&W. PrP4. =p5p HEADERS & BEAMS: TYP. 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J/it. 4! 5/ ir$S /e,' e.,1 4.1-c- O4 c/6/. ijJae else,@ '1$r r4b1f/i#'1 e- i/dd4. - 9qp•41 eat. side )ø?' - 4: ag44g a_ ,'6 Iio/d-ds/s. r'eb' - d5eO I e~~ f- 4ô(3 *ioo(j1 #vMr 2 1hfrUf: rr,&*/ / /1;pg: de-4 j ff2E —7 ,t.f47- e c( -z4ci "for 74Lç()3 / Soo f dse A6i,i kea 'i (p8 i:;) p/d' c 9 6d e5side - C - a P/vte aochars ppae-o -,.(/o ;to(dLd,. ,21' -- WA-t-t- q- cv g4fL.) 77D-(a74-J Li1 i9rP (00 *X 7Ip. 5r 61-s~ <Z~ Ay ? 18c —(a4e)z. Ir P4/re 4fl e'hrn's - hold d Zee 2 d'ogr29t3) ,g , (6( (Z ?ç) 41: 1 -7#/ i427 dz )_ - -tr4 ft"@ 14 ,3-7q.ek. c'A T1O lfr5lv 1-i-fi 5hee4 (6 v' 1974'cobi () 7Le( A#1r (706) im f4q0 --i.4i rç 3 r' i$io(q i'f(f) ?IOb Aa Ti't' 515sle ,. F-' 4 Fcp$l ) ccp cL o&r- cO4ft&J - V ,&*W 4*1 --$'if -()/c 4.85"-oo 61irP çIcr (J6e f/' @) jU5 /,t1,41;9ff. !: ~? e. e, d. e-,f. On _e&e- 4Q- ---- P/.o Ae all atew J40f - 0 4:.-,k/ h0f4-. ,1e.e?' 17 -b'. -.4 7-2-47 5'Jieet/ to /4(#I Df4e'R4/'t A — kJLL\ / I '4.sigP&RAu.Ml TtX. Ô/J%' qu e4moyTo.4.w-' . S1 OCAM ADOYMC - - - - -- I 588 _0 (b d4)-~) -4 --------------------- L1 & 7-241 sheef p PRe4r4IAI4 ø664.4i4 I's I & 1--Z-17 C. p I L C-4 IIIHHIHhIH'11flflIflIfljiHHIuIH 011u HIM uuuluiHui \ r poo 100 WIN Y# 0 I t 0i — - 0 w-Tr-IZL x I_ 0 - _____—, 9 1 dAp4-7-7t1 a PATRICK W. MCGU1iRE 2726 JEFFERSON ST., STh 7 CARJLSBAD, CA 92008 (760) 729-6200 FAX (760)'729,4260 December 2, 1997 City of Carlsbad 2075 Las Palmas Drive- Carlsbad, CA 92009-1576- Attn: Dee Landers Re: Sea Bisguit, MS 7-01 - \ DEC 97 r ........, f."T".irr i . V11 Of Dear Dee: Per our meeting of December 1, 1997, I will revise the framing at the northeast entry of Unit A, to conform to the fax drawings (attached) Proposed by Wayne Davis. I assume, due to the circumstances of this change, that no fee will be charged for plan cheddng, and that someone at the City will contact Esgil to expedite their work. • Sincerely, Patrick W. McGuire att 1—c I - I I. I - 1-7 ICA -I.',, 4- W•I Jig Ilk 4 lI .#/ .1 z4i 'I E C' - A. Flu -4 :\\ \ w C'. 0 to p. 14 ' I• Ei . ;: ,i - 1 - 4•.5• - .V - lO-4 4•• 11 u,I 17 C' / \••. ..0 _ CJ C. / I_EEC L°LN - - 1 F 'EC' NE 141RU MTV LINE V Ig EWCCOI l'ITP i EICT.ELEV TIIE EI 5rP'' UNE I _____ _________ I •4• __________________ I•. SI4IN&LE ROOFINS PER ROOF PLAN 14X I4SGREENEDI.OWER C.OI4B AR VENTS OrOUN-GOATEDFINSHIN COLOR TO I4ATC.H EXTERIOR STUGGO DOVINEPOUr BEYOND SEE S0UH !I.EVATION EXT STUC.GO PER NOTES i76 - I2F I EEI I + IT i+ I - INEFNFLR - PLUNgED MALL NE VU GOLUM N 2NDLEVEL FIN FLR 2N0.LEVEI. SI.UNPI.00F POnDER -C.OAT FINSU METAL SATES_ TYP. ADDRESS SISNASE IN GONTRAZTING 6OLOR PINSHGRAIfl 16010 OVERHEAD SEGTIONAL NW OVERHEAD SECTIONAL 'ELEUTRIC SERVE METERS PAINTED nI0006.RASE DOOR PAINTED ROOD &ARA&EDOOR pEYONt) - SEE PLAN I VRYERVENTFORMBASEHENT I ;EvaLAuURYRc.oM AT ELVATION SCALE I/4. I.-O I LINE I BA5MENT FL -MALL BE f DUN' LJ JJ DORMER R0OFATTIC VENTS -SEE ROOF PLAN 6iwT _ ROOF PLAN _____________ _ -• "M-- TOFP Efti EfI 6) T C0NT OS DRANASY5TEM PRREP t_ _LL__ 6 10 2ND LEVEL FIN FLR q I.EVELSIIEFLOOR. - 4 E'T 9TB_OOPEL......... -- - TOPPL - - - - - - - - - - - - - 1 -- - -- - -- - - - - ______________ - T -ED m 01 1' i..? 41 NE I'I STEEL C.OI.UMN rAPEEO 111TH GEMENTPLASTER V II CBL 1.BAS,10 EMENt LEVEL FAU PONDER 455616 00'.11 _1 5TUCC.O _-_-_-L_-_-1_±-_J_-_-_ TYF • ' - BASEMENT PERIMETER MALLGALILATI0I8 NORTH r4AU. LENSTU 45-1 I12 PORTIONS FT OR MORE BELOr16RAO i .195 .-5 V TYF REEF FINISH GRAVE 0 NORTH r4AU. LENSTU 40.0 PORTIONS FT OR MORE DEL 0PIGRAD . - LINE SOUTH MALL LENSTH REST MALL LENSTH TOTAL PERIMETER 45.1 i,r PORTIONSFIGN MOREBELOIISRADE • 2Y.6 40-0. PORTIONS FT ON MORE BELOR GRADE 0 11I-9 PORTIONSFTOR MORE BELOr164EAOq .1102.11 -SON.BELOI'I6RAPE SXS AJAST1181TUAL SRAY rBASEMENT LINE Oj~^! . 1ONRYF'.0,Eljll 4ION ___- PIALL LINE FLOOR LINE... I 1 • L I IOTKLADS6II - - - _.. - - - - - - - - - - - - - - - - - BASEMENT LEVEL FIN FLP 1-0 - - - - - - - - - - - - - - - - -- NORTH ELEVATION. • ___ SOALE I'4. 1-0. - I GANG-NAIL COMPONENTS, INC. 8375 SULTANA AVE. FONTANA, CA 92335 TEL. ( 909 ) 823-9500 FAX ( 909 ) 823-6780 4 GANG - NAIL COMPONENTS C Gang-Nair-Job No. E-1638 Customer SOUTH COAST CONT. Project SEABISQUIT Location CARLSBAD - LU - w LU - CD UJ co CC CE CL a. NOTE: Prior Prior to erecting trusses read information ji- on inside of front and back covers for th CD Special erection recommendations, — U I ABBREVIATIONS . . .• . . J -•__• , •. ;.• .• BM. = BEAM . -••. .....- . B.C. . = BOTTOM CHORD CLG. JST. = CEILING JOIST • . . . CONV. B/O'S . = CONVENTIONAL FRAMING BY OTHERS. . CLR. = CLEAR ELEV. . = ELEVATION . . FL. = FLOOR A STRUCTURAL TRUSS . FURR. = FURRING GE N/V = GABLE END TRUSS W/O VENT OPENING VARIATION OF BASE TRUSS . H.E. • = HIGH END EX) STUBBED TRUSS, CANTILIVERTRUSS EL. = TRUSS HEEL HEIGHT . .: BBC. = RANGING BOTTOM CHORD . (j) . NON STRUCTURAL GABLE END FRAME • . INT. . . = INTERIOR .. . - . EXT. = EXTERIOR (9 STRUCTURAL TRUSS WITH FILL STUDS 16" ON STRUCTURAL = MONO GABLE END TRUSS . . . . CENTER BETWEEN TRUSS WEB MEMBERS . ... :• •. MSG. GE. = MONO SCISSOR GABLE END TRUSS . p-' . ... ... . . :1• • •••.. ..':.:. OPNG. = OPENING . (1) CONVENTIONAL HIP SET. . . .•.:.:%.:: O.C. = ON CENTER :. . . : -• P. = . PLATE :. . 1 NON- STRUCTURAL FRAME FOR EXTERIOR OR .. .: PL. = PLUMB . . INTERIOR SHEATJ.NG OR DRY WALL . .. .. SQ. . = SQUARE . . .. .. . SPL. . = SPECIAL. "A" FAIR OF VALLEY RAFTERS . .• S.B. = . SETBACK . . . . • . . . . . . . .. . . . - : SC. GE. . .. = SCISSOR GABLE END • 112A SINGLE VALLEY RAFTER • • • . .. ... VBC. = VALLEY BOTTOM CHORD . . . : . . . . . .. (EX ANGLE CUT ON BOTTOM CHORD) TRUSS PACKAGE NUMBER. FOR CWV g.Y U.O.N. = UNLESS OTHERWISE NOTED . ___. . . . UNIT . . AIR CONDITIONING UNIT •• I~4. SLOPING CEILING. . .. . =.. CENTER LINE . WT. = WEIGHT. . . AL. HANGER . •• . BRG. . BEARING . .. S . .•: . . ... DIM. = DIMENSION . .. tJ. TRUSS DEPTH IN. INCHES . . T.C. = TOP CHORD . . . . • R.R. • = ROOF RAFTER- . . . . :. F.A.U. FORCED AIR UNIT . .. . . E/S = EACH SIDE G.L.B. GLUE LAM BEAM . ... . . . .• .:• • • :• . :. DBL. = DOUBLE . . . • •• .••:• •• F.O.S. = . FACE OF STUDS . . . . • BALLOON WALL = .. WALL FRAME ABOVE NORMAL PLATE HEIGHT . .. .. . . . . . . .. . _$ .. ... . -. . . . . . No. 23013 QVIL THIS LIAWING IS- -PLACEMENT PURPOSES ONLY. CUSTOMER: DESIGNED BY: I DATE: ReeppiTcu:-Joallo. GANG NAIL COMPONENTS, INC. SOUTH COAST CONSTRUCTION . JANE P. 7/21/97 3.5/12 E-1638 - 8375 SULTANA AVE. OVERHANG: REPEAT NO. DATE: ,J FONTANA, CA. 92335 PROJECT NAME: . CHECKED BY: DATE: 0 TEL.. NO. (909) 823-9600 SEABISQUIT SPACING: REPEAT NO. DATE: FAX NO. (909) 823-6780 JOB SITE: REVISED BY: DATE: 1 CARLSBAD oci.B: REPEAT NO. DATE: ( . . :• 30 loss MUftduI"mS to bowasag. : Cimm.s IsI...iss.sI.5 I NNs5SI..slslek.. .hoiuIlaIsiis.slir : ls,two. Sale o. 0n n n 4:00 I rt it fit ________ • S. . •. :. FIgure 4(a) . Ta..s ii,j.sNl ' I •/ ' u_In 15sf. I I'S t S VS Figure 4(h) bets...n laterals placed at approximately 4$ degrees .s recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building. but It is r.corndnedd,d that It be 1ocled at least at each and 01 the building. In most cases, temporary bracing in the plans of the bottom chord is Installed at the locations sp.ciii.don the architectural Plan for Permanent bracing, and Is, therefore, left in place as permanent bracing. Figure S illustrates bracing in the plane of the bottom chord. Full bundln of plywood thduld not be placed on trusses. This corotruction load should be limited to g sheets of plywood on any pair oI Vusats and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 10 . — nk,iaI5sv. Rows me both s. N siN a& Aided sd. .5 Isa NO.5 II fl •II peopmallefold ii ISO dieI [ II _.1I..1I 11 Il Ii I II II II ir —Too elmdlls*dl I II II (I P_iSsufon Figure SIb) Ii puffins are us4, spaced not to exceed the buckling length of the top chord, and adequately attached to the top chord. It Is recom mended that diagonal bracing be applied to the underside of the lop chord to prevent lateral shifting of the purllns. Figure 61.) Illustrates the necessity for applying diagonal bracing in the plane at the lop chord despIte the use of closely spaced purlins. It Is recommended that this diagonal bracing. as shown in Figure 6(b), be Installed on both sides of the ridge line in all end bays. if the building eacaeds CO ieet In length, this bracing should be repeated at Intervals no greater then 70(5.1. 2. Web Ma 6a Plane. The purpose of this bracing Is to hold the trusses in a vertical position and to maintain the design spacing. In .ddition, this lateral bracing may be required to shorten the buckling 13 Ds..d lii(5n-upsil 45 wpo~dw $IlmI..ms5IngrtsIaq bstof.SOOPISW 01 Noes %11 fees Is M _— s5s.. .. . . Figure . should be placed on the trusses In any one area: they should be spread out evenly over a large area so as to avoid overloading any oq. truss. All mechanical equipment should be located only on the Uuss.s sptciflcally designed to support it. It should not be dropped or even set temporarily In any other area unless the trusses are adequately shored. All floor tiunas should be adequately shored ilpaltets of masonry materials are to be stored temporarily until the nut higher walls are finished. STAGE THREE: Permanent BracIng is designed and specified by the architect or engIneer for the structural safety of the building. It.is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as requited by design analysis. In general, It is desirable to design and locate all bracing so that It may work together with other structural parts of the building (such as shear walls, portal frames, bearing wails, columns, beams, etc.) to achieve total structural integrity. . 11 • • length of a web rnmther. As described earlier In the discussion of building design and truss design (STAGE ONE). diagonal bracing or end anchorage is essential to stablllae the lateral bracing. Diagonal bracing In the plane of the web members Is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing In the plane of the webs is a millet of judgment to be made by the building designer, and will depend up" ..the truss span, truss coniigwa. tion, type of building, and the loading. Generally, for roof trusses, the sparing ranges from 12 feet to 16 feet depending upon how it relates to the bracing In the plane of the top chord. For floor trusses the cross bracing should be approximately 8 test -on centers. Lateral 2.6 stronpbacks may also be used for some floor systems. , Figure 1 and Figure 4 Illustrate bracing in the plane of the webs. 3. Bottom TJ#wd Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to this. bottom chord to resist buckling lorces In the event of reversal of stress due to wind uplift or unequal root or hoot loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses, • Bracing in the plane of the bottom ctord Is also designed to transfer lateral forces due to wind or seismic loadsinto side wells, shear walls or other resisting structural elements. Diagonals between continuous lateral bracinpsem to stabillae the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each and of any building, and additional such bays be located at specified Intervals not to esceed 20 feel. Figure 6 Illustrates .she un of bracing in the plane of the bottom chord. These recommendations (or bracing wood trusses have been derived from the collective experience at leading technical personnel In the wood truss industry but must, due to the nature of responsibilities Involved. be presented only as guide tar the use of a qualified building designer, builder, or erection contractor. 14 • 5-- -. Flguiv 0(a) Permanent bracing insist provide iuiiicient support at right angles to the plane of the truss to hold every truss .nereber in the.podtion assumed for it In design. In addili,% permanent bracing Must be deslqnsdto resist lateral forces Imposed on the completed building by wind or seismic forces. • . . . . Permanent bracing may be subdivided into Was logical compo- nents: I. Top Chord Plans. This bracing is designed t mist lateral movement 01 the top chord. If plywood floor or roof sheathing Is properly applied with staggered joints and adequate nailing, a contiivs otis diaphragm action Is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when Properly lapped and nailed. Selection and use of 111111 materials Is at the discretion of the building designer. 12 • APPENDIX : It It Intended that thlss appendia contain cnly tentative recess msndations that may be used as a guide for on-sit, handling One erection until a more complete statement can be prepared. There ma1 be some instances in which additional precautions will be necessary. UNLOADING, if possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain 111.1 would cause undue lateral strain that might Iesutt4h disiortion of truss joints. Dumping of trusses Is an acceptable practice provided that the trusses are not damaged Of sseassuvely stressed in she act of dumping. The builder shall provide protection from damage that may be caused by ors-she construction actsvilv. STORAGE. Care shall be taken so as not to allow eamve bending of truss., or to allow tipping or toppling while the trusses we banded or when the banding Is removed. if trusses fabricated with (Ira retardant treated wood must be stores prior to erections they should be stored Ins vertical position to proven water containing chemicals leached from the wood born standing 0 the plates. A iu,tlwr precaution may be taken by providing a cove. Is the trusses that will prevent moisture from coming in diract cents, with the trusses and which can be ventilated to prevent eond,n,atio ERECTING TRUSSES. The suits erector or builder shall take II necessary precautions to Insure that handling and erection proceduft do not reduce the Ioad.carrylng capacity of the truss. Trusses shall be Installed plumb, at specified spacing and ui-pta: (i.e., trusses will be properly aligned). 11 rilIIk IMIMIMIMIMILM iiI-Ii-Is1-II I vIJis sasvt Awn Ali) * wgguita procedure for lilling vuslie is illustrilad In Figure P41) - If She truss span does not eaceed 30 4e41. IS Figure A(2) For truss spans between 30, feel and 60 fIst a suggested lifting produre Is shown in Figure A121, It should be noted thai the lines from the ends of the ipre.dit bit wigg.jetat If ihese lines should n1ge.out,1 they will tend tø cause buckling of she inns, 17 - • sr,rnIS315.5- Figus. A131 For lifting trusses with spans In eacess of 00 fast, It Is.r.com- mended that a strong-back be used as illustrated in Figure A(3), The slrong'back should.be attached to the lop chord and web members at intervals of approximately 50 feel. Further, the strong-backs should be at or above the mid-height, of the tnns to as to prevent overturning. The strong back can be of any material with sufficient strength to safely carry The weight of the truss and sufficient rigidity to adequatafy reins bending el list ISUP, ii. I brog.01 c...waswa hu hole's,sd alas' c..uusu.vs iI!.d ss.'.e nas'Is'ft wae"ss, bus II .s,1.IIl l.I,,,l bubIIn, a,. .Iamasa11s.ua.s.s 551. wee S,..s. F,gsar. 1(a) bViC as l.ub.4 .. I us s'1 r1~z las's of truss diI.rsl. Plpa,s 1151 Was 1191 Figure 1(c) — Figure 2(a) G'w.d 5,11. • Al was \ATfr Is' 5,." — A114iw,. lby b..4d,.e .us's'.l I.,. 1.1.4 — 1.1.1.1 sbluby pu.sii... ...b bockloig. l.1.v4 heeu's. Lou" y 1.0 Is' two - _.' .4 ._.. No ud ,.1-__.* — I, lOTts Lees ces 11u1141 meet ,iwel's dew selns. - I, ,,.,'— a'scu. BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS C TRUSS PLATE INSTITUTE. INC.. 1.976 However carefully wood iruucs are designed and fsbricated, all this Is at stake in the Sinai erection and bracing of a roof or floor system. it Is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. It ignored. INTRODUCTION the consequences may result in a collapse of the structure, which at best Is a substantial loss of time and materials, and which at worst could result in a lo'a of life. In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to sissuli adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., In consultation with Its Component Manufacturers Council membership, has undertaken the preparation of these recom. mendations. Substantial concentrated study and deliberativ, review by the TPI Technical Advisory Committee (comprising a membership of the thief structural engineers of member puts manufacturing companies, repro. s.ntaiiyee of the academic community, and independent consulting engineers) have been devoted to this effort. Consullatior with the TPI Component Manufacturers Council has resulted In bringing •practical field handling and erection problems Into a sharper focui, inclusion of the tentative recommendations for onsite handling and erection procedures is one direct result of the consultatiorw. ills planned to study further and enlarge upon these tentative recommendations, While the recommendations for bracing contained herein are ------------ separately by Ihã building designer. H. shall determine size, location, and method of connections for diagonal bracing as needed to resist. suiticient bracing and connections to withstand lateral le of the entire structure, technically sound, it Is not intended that' they be considered the only method for bracing a roof system. Neither should these recommenda. these forces. Diagonal or'cross bracing Is recommended in the plane formed by the top chords. In the plane formed by the bottom chords The theory of bracing is to apply sufficient support at right. lions be interpreted as superior to or a standard that would necessarily be Preferred in lieu of an architect's or engineer's design for bracing for and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection detail; to the plane of the truss to hold every truss nwrrObin in the pot assumed for it in design. This theory must be applied at three iUgr a particular tool system, should be shown on the building designer's framing pl.h as part of the design drawing,. Bracing materials are not usually furnished as part of STAGE ONE: During Building Design and Truss Design individusl These recommendations for bracing wood trusses originate from she collective experience of leading technical personnel in the wood truss the wood truss package, and should be provided by the builder or erection contractor, ember, a,. checked far buckling, and literal bracing is cifi required lot each truss member. The building designer asses ip industry, but must, due to the nature of responsibilities involved, be how this 4a1era1 bracing is to be anchored or rsstrainsd So pm presented only as a guide for the use of a qualified building designer. The builder or erection contractor is responsible for proper wood lateral mãvement should all truss members, so braced, wed so tk together as shown in Figure 1(b). This may be by: aoconiplistmed builder, or erection contractor. Thus, the Truss Plat, Institute expressly handling for mass and -proper temporary bracing. He must assure that disclaims any responsibility for damages arising from the use, applica. lion. or reliance on the recommendations and Information contained the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Anchorage to sold end walls (Figure 1(c)). - herein by building designers or by erection contractors. Temporary or erection bracing may follow, but not necessarily be Diagonal bracing in the plane of well members [Figure l(d)). limlted.to, the building designer's framing plan. ills recommended that erection bracing be applied as each truss Is placed In position. Other nsearis as determined by the building designer. 2 • 3 The design of wood trusses in acco'arms with T1'l design c assumes: Truss members are Initially straight, uniform in or cu as and uniform in design properties. Trusses are plane structural bemponenu, installed sort braced to prevent lateral movement, and parallel to each at the design spacing. Truss members are pinned at joints for dutrrmination of forces only. There is continuity of chord members at joints for deter lion of moment stresses. Compression members are laterally restrained at specific lions or intervals. 0. Superimposed dead or live loads act vertically, wind lose applied normal to the plane of Use top chord, and sonornl loads are applied at Point. 7. in addition to the lateral bracing specified by the truss desi the building designer will specify sufficient bracing at angles to the plane of She truss to bold every Vvu meml Special design requirement,, such as wind bracing6 portal bracing. the position assumed for It in desigm aclamlc bracing, dIaphragm,, shear wall,, or other load transfer element, B. The building designer (not the truss designer) will so and their connections to the wood trusses must be nni,dprp.4 •-- - - Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and Is the only bracing that will be specifleli on the truss design drawIngs. Lateral bracing is to be supplied in the size specified and Installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing Is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent Its movement. The Truss Plate institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of Individual wood trusses as structural components only. sure I., IN Fly..,. 1(b) It is recommended that diagonal bracing (minimum 24nth thick nominal lumber) be installed at approximately a 45 degree angle -to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member requiring lateral bracIng. This bracing may be continuous or intermittent at the building ' designer's option; h,.4ev51, it is recommended that Intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, h.....st slight, pids a tremendous swain on all connections of the bracing system. I.e.. the weight of the trusses would then be added to• any wind force or construction load such as bundles of plywood or rool shingles lending to lip the Vvues over. All nailing of bracing should be den, so that If She trusses should lend to buckle or lIp, the nails will be loaded laterally, not In withdrawal. it is not recommended to nail stabs to the and of the building to brace the first truss. These scabs can break all or pull out, thus allowing a Soul collapse. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in. alignment and in a safe condition until the permanent bracIng, decking. andFoe sheathing can be Installed. Temporary bracing should be not less than 2a4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not ,ecommertdtd, unless used temporarily In preparation for Immediate Installation of longer continuous bracing (5.feet minimum length). Temporary bracing lumber should be nailed with two double' headed 16d nails at every Intersection with the braced member. Pre.auembly of groups of trusses, on the ground, into structurally braced units which are then lifted Into place as assemblies is an acceptable alternate to the one.at'a'tims method. Exact spacing between trusses should be maintained as bracing Is installed to avoid the ivawdous practice of removing bracing to adjust spacing as sheathing Is applied. This act of "adjusting spacing" can cause trusses to tapple if a key connection is removed at the wrong time. 11 Truss bracing must be applied to three planes of reference In the roof system to insure stability: 1. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane, 1. Top Chord Plane. Most important to the builder or erection wnVactor is bracing In the plane of the tap chord. Truss top thotdi are Rm,ptibil to Islerui buckling before they are braced or ShIA11111d. Ills D..gssd b.na .1.4,4%. socoul, 540 :1 wit s'...rns I,s,.M .ewcee.0 .114 iSiuld be ,.cesu,4 of ,pls,lIIa%IIV 2o in, ,.lIowIL Figure 1(d) STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, Including the use of spreader bars and multiple pick-up points, where required. Is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It Is most Important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, thus the 5 recommended that continuous lateral bracing be Installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 I eet Intervals between the ridge line of sloped trusses or center line of fist trusses and the eaves. For double member trusses this spacing between laterals may be Increased to 12 feat to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability In the plans of the top chord. PIOTEt Long spans or heavy loads may require closer spacing between lateral bracing and closer Intervals between diagonals. Figure 314) illustrates temporary bracing In the plane of the top chord for gable trusses. It possible, the continuous lateral bracing for the top chord should be placed on the underside at the top chord so that It will not have to be removed as the plywood decking Is-applied. The trusses are then held securely even during 1hedecking process. it Is equally important for the builder or erection contractor to Install bracing In (he plane of the top chord for flat roof or floor trusses, The use of a similar bracing pattern is recommended for all fiat trusses. Particular attentiOn is directed to bracing at the end of flat trusses as shown in Figure 3(b). 2. Web Member Plane. It is also necessary to Install temporary bracing In the plane of .the web members. This bracing is usually Fs' sinV.menwr lisle 11113 sliCk ihudilahl F.r deekle.isenbet lIds 13 mdl ih*bmiil - LCIII,4 ,uuhiiiS .ci,n 05 e.1s 55115 Figure 3(.) Figure 2(b) bracing system depends to a great eatent on how well the first W braced. One satisfactory method Is for the first Vuss top chord to be b to a stake driven Into the ground and securely anchored. The r brace Itself should be supported as shown in FIgure 2 Cr it Is a buckle. Additional ground br,ces. in Use opposite direction, insid building are also recommended. I Figure 3(b) installed at the same locations specified on the architectural p permanent bracing, and may become part of the p.mInent bra is recommended that diagonaf bracing be added at each web ii requiring continuous lateral bracing, II none is specified recommended that it be placed at no greater then 16 feet is along the truss length for roof trusses and 5 lest intervals Ic trusses. It is not generally necessary for diagonal bracing to run c ously for the full length ofth. building but itisrecodflms'4ad1 spacing between sets of diagonal bracing not exceed 20 fort. 0 the horizontal run of the diagonal bracing. Rows of 24 syvr may also be used to brace floor trusses where diagonal bra impractical. Figure 4(a) illustrates diagonal bracing in she plane web members: Figure 4(b) illustrates the lateral ,r.,,ement IN occur If lateral bracing is used without diagonal bredng. 3. Cations Chord Fists.. in order to hold proper spacing bottom d10ad, temporary bracing is reasm,mrsdud,ifl the plane bottom chord. Continuous lateral bracing at no peeler than 5 I 10 feet on centers along the truss length Isreconsosended full ler the building, naIled to the top of the bottom chord. Diagonal I a 3x5 3x5 Job Truss Truss Type Qty Ply E-1638 AA COMMON 1 1 SOUTH COAST CONT.! SEABIQUIT/ JANE P. SANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries. Inc. Mon Jul 2114:06:32 1997 Pane I 5-5-0 10.10-0 5-5-0 5-5.0 3.50 F2 4x4 2 I 5-5-0 10-10-0 I 5-5-0 5-5-0 LOADING (psf) SPACING 2.0-0 CSI DEFL (in) (lc) 1/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.05 4 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) 0.12 4 999 BCLL 0.0 Rep Stress lncr NO WB 0.04 Horz(TL) 0.03 3 n/a BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 39 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 DF-G No.2 TOP CHORD Sheathed or 2-9.7 on center purlin spacing. BOT CHORD 2 X 4 DF-G No.2 BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing.' WEBS 2 X 6 DF-G No.2 REACTIONS (IbsIsize) 1=1001/0-3-8, 3=100110.3-8 FORCES TOP CHORD 1-2=-2402,2-3=-2402 BOT CHORD 3-4=2298,14=2298 WEBS 24=285 NOTES This truss has been designed for a 10.0 p.s.f. bottom chord live load nohconcurrent with any other live loads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Lumber lncrease=1 .25, Plate Increase=1 .25 - Uniform Loads (lbs per ft) Vert:1-2=-60.0, 2.3=-60.0, 3-4=-54.0, 1-4.54.0 Concentrated Loads (bbs) Vert:2-800.0 Job Truss Truss Type Qty Ply E-1638 AM COMMON I I SOUTH COAST CONT./ SEABlQUlT/ JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 21 14:06:33 1997 Page 1 5-5-0 10-10-0 - 5-5-0 5-5-0 3.50 4x4 2 3x4 3x4 I 5-5-0 10-10.0 5-5-0 5-5.0 LOADING (psf) SPACING 2-0-0 CSl DEFL (in) (lc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.02 4/3 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.05 4/3 999 BCLL 0.0 Rep Stress lncr NO WB 0.08 Horz(TL) 0.01 3 n/a BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 36 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 DF-G No.2 TOP CHORD Sheathed or 5-4-12 on center purlin spacing. BOT CHORD 2 X 4 DF-G No.2 BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. WEBS 2 X 3 DF-G Stud REACTIONS (lbs/size) 1=390/0-3-8,3=390/0-3-8 FORCES TOP CHORD 1-2=-669,2-3=-669 BOT CHORD 3-4=640,14=640 WEBS 2-4=74 NOTES This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply E-1638 M2 COMMON 1 2 SOUTH COAST CONT./ SEABIQUITI JANE P. r.AMrZ lIAtI (flMP(ThIPNT 3.300 s Feb 11996 MiTek Industries. Inc. Mon Jul 2114:06:34 1997 Page 1 5.5-0 I 10.10.0 5-5-0 5-50 3.5Oi 5x14 3 ^--A I I 6x10 2x4 4 4x12 3x4 2-8-8 5-5-0 10-10-0 248-8 248-8 5-5-0 Plate Offsets (Left,Top): L3:0-7-0,O-1-81 LOADING (psf) SPACING 2-0-0 CSl DEFL (in) (lc) IIdefl PLATES GRIP TCLL 16.0 Plates Increase 1.00 TC 0.27 Vert(LL) 0.07 2 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) 0.17 2 764 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 4 n/a BCDL 7.0 Code UBC-94 Min Length ILL dell = 360 Weight: 52 (Ibs). LUMBER TOP CHORD 2 X 4 DF-G No.2 BOT CHORD 2 X 6 DF-G No.2 WEBS 2 X 4 DF-G Std *Except* 2-62 X 6 DF-G No.2,3-62 X 4 DF-G No.2 REACTIONS (lbs/size) 1=288810-3-8,4=1034/0-M FORCES TOP CHORD 1-2=-8387,2-3=-8417,34=-3050 BOT CHORD 4-5=2933,5-6=2933,1-6=8080 WEBS 2-6=-267, 3-6=5905,3-5=56 BRACING TOP CHORD Sheathed or 5-4-14 on center purlin spacing. BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. NOTES 2-ply truss to be connected together with 1 O nails as follows: Top chords connected with I row(s) at 12 inches on center. Bottom chords connected with I row(s) at 5 inches on center. Webs connected with 1 row at 6 inches on center. Special hanger required to support concentrated loads. This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Lumber lncreasel .25, Plate Increase1 .00 Uniform Loads (lbs per ft) Vert:1-2-60.0 2-3-60.0 3-4-60.0, 4-5-14.0, 5-6-14.0 1-6-424.0 Concentrated Loads (ths) 10 lasoo çO 0 b IA 0 Job Truss Truss Type Oty Ply A E-1638 AB CAL HIP 1 2 SOUTH COAST CONTJ SEABIQUIT! JANE P. GANG NAIL COMPONENTS 3.300 s Feb 1 1996 MiTek Industries, Inc. Mon Jul 2114:06:36 1997 Page 1 7-11-11 11-2.11 14.5.11 I 22-5.6 7-11-11 3-3-0 3.3-0 .7-11-11 3.50i 4x6 , 3x4 12 12 44 A 1 •1 I w 5 3x4 4x6 3x4 3x6 3x6 6-9-10 . 15-7-12 22-5-6 6-9-10 8-10-3 6-9-10 LOADING (psf) SPACING 2-0-0 CS! DEFL (in) (lc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.19 8/6 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) 0.45 8/6 592 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.10 5 n/a BCDL 7.0 Code UBC-94 Min Length / LL defi = 360 Weight: 87 (lbs) LUMBER BRACING TOP CHORD 2X4DF-GNo.2 TOP CHORD Sheathed or 4-8-10 on center purlin spacing. BOT CHORD 2 X 4 DF-G No.2 BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. WEBS 2X3DF-G Stud REACTIONS (lbs/size) 1=2051/0-3-8,5=2051/0-3-8 FORCES TOP CHORD 1-2=-6052,2-3=-5792,34=-5792,4-5=-6052 BOT CHORD 5-6=5792,6-7=6722,7-8=6722.1-8=5792 WEBS 2-8=640,3-8=-997,3-6=-997,4-6=640 NOTES 2-ply truss to be connected together with 1 O nails as follows: Top chords connected with I row(s) at 12 inches on center. Bottom chords connected with 1 row(s) at 12 inches on center. Webs connected with I row at 6 inches on center. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Lumber Increase=1 .25, Plate Increase=1 .25 Uniform Loads (lbs per ft) Vert:1-2=-60.0, 2-3=-150.0, 3-4-150.0, 4-5-60.0, 5-6-35.0, 6-7-35.0, 7-8-35.0, 1-8-35.0 Concentrated Loads (Ibs) Vert:2=-560.6, 4=-560.6 3x4 3x5 3x4 3x4 Job Truss Truss Type Oty Ply E-1638 AB1 CAL HIP 1 1 SOUTH COAST CONT./ SEABIQUIT/ JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 2114:06:37 1997 Page 1 12-5-11 I 9-11-11 ~1 1-2-1 22-5-6 . 3.50[h1111 1-3.0 1-3-0 9-11-11 4x6 3x4 4x6 I 6-9-10 I 15-7-12 22-5-6 6-9-10 8-10-3 6-9-10 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lc) 1/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.17 8/6 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) 0.38 8/6 692 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 5 n/a BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 96 (Ibs) LUMBER - BRACING TOP CHORD 2 X 4 DF-G No.2 TOP CHORD Sheathed or 2-7-14 on center purlin spacing.. BOT CHORD 2 X 4 DF-G No.1&Btr BOT CHORD Rigid ceiling directly applied, or10.0000 on center bracing. WEBS 2 X 3 DF-G Stud REACTIONS (lbs/size) 1=820/0-3-8,5=820/0-3-8 FORCES TOP CHORD 1-2=-2033,2-3=-1946,3-4=-1946,4-5=-2033 BOT CHORD 5-6=1946,6-7=2319,7-8=2319,1-8=1946 WEBS 2-8=256,3-8=400,3-6=400,4-6=256 NOTES Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 109's- \3sso jtAPA- Job Truss Truss Type Qty Ply E-1638 AB2 COMMON 1 1 SOUTH COAST CONTJ SEABIQUIT! JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 2114:06:37 1997 Page 1 6-0-15 11-2.11 16-4.7 22-5-6 - 6-0-15 5-1-12 5-1-12 6.0-15 3.50 F2 4x4 2x3 2x3 Ai 3x4 3x4 3x4 3x4 3x4 I 7-9-8 14-7-14 22-5-6 I 7-9-8 6-10-6 7-9-8 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lc) 1/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.11 8/6 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.27 8/6 999 BCLL 0.0 Rep Stress Incr NO WB 0.22 Harz(TL) 0.06 5 n/a BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 85 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 DF-G No.2 TOP CHORD Sheathed or 3-2-5 on center purlin spacing. BOT CHORD 2 X 4 DF-G No.2 BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. WEBS 2 X 3 DF-G Stud REACTIONS (lbs/size) 1=820/0-3-8,5=820/0-3-8 FORCES TOP CHORD 1-2=-2030,2-3=-17"78.3-4=-1778,4-5=-2030 BOT CHORD 5-6=1943,6-7=1351,7-8=1351,1-8=1943 WEBS 2-8=-337,3-8=493,3-6=493,4-6=-337 NOTES This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard nffM joss rl~pSID 13 • C10- • vj Job Truss Truss Type Ply E-1638 AB3 HIP ally1 2 I SOUTH COAST CONT./ SEABIQUIT! JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 21 14:06:38 1997 Page 1 5-09 8-0-0 11-2-11 14.5-6 17.4-13 22-5-6 I I 5-0-9 2-11-7 3-2-11 3-2-11 2-11-7 . 5-0-9 3.5O[T 12x12 2x6 12x12 r T71 9 8 7 6" ; 1 2x4 3x8 2x4 5x16 5x16 . 4x12.5 . M16 7-104 11-2-11 14-7-2 22-5-6 I 7-104 . 34•7 '7-10-4 Plate Offsets (Left,Top): [2:0-6-0,0-4-8), 14:0-6-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lc) I/dell PLATES GRIP TCLL 16.0 Plates Increase 1.10 TC 0.89 Vert(LL) 0.24 3 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.70 VertTL) 0.55. 3 482 M16(16ga) 163/115 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.13 5 n/a . BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 130 (Ibs) LUMBER . . . BRACING TOP CHORD 2 X 6 DF-G No.2 Except TOP CHORD Sheathed or 4-0-15 on center purliri spacing. 2-42 X 10 DF-G No.1 &Btr BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. BOT CHORD 2X6DF-GSS WEBS 2 X 4 DF-G Std REACTIONS (lbs/size) 1=456010.3-8,5=4560/0-3-8 FORCES TOP CHORD 1-2=-15652,2-3=-17069,3-4=-17069,4-5=-15652 BOT CHORD 5-6=15113,6-7=15113,7-8=15113,8-9=15113,1-9=15113 WEBS 2-9=355,2-7=2335,3-7=2356,4-7=2335,4-6=355 . NOTES 2-ply truss to be connected together with 1 O nails as follows: Top chords connected with 1 row(s) at 6 inches on center. Bottom chords connected with I row(s) at 12 inches on center. Webs connected with I row at 6 inches on center. Provide adequate drainage to prevent water ponding. . . All plates are M20 plates unless otherwise indicated. This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, U6C-94: SIMPSON HUS28 recommended to support concentrated load from member(s) perpendicular to truss at joints(s) 2. at jàints(s) 4. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Lumber lncrease=1.25, Plate lncrease=1.10 - Uniform Loads (lbs per if) Vert:1-2=-60.0, 2-3=-490.0, 3-4-490.0, 4-5-60.0, 5-6-64.0, 6-7-64.0, 7-8-64.0, 8-9-64.0, .nV SS/ Concentrated Loads () Exp.1-97 !c] 12 11 10 9 8 3x4 . 3x4 3x4 3x4 3x4 Job Truss Truss Type Qty Ply E-1638 AC-2 COMMON 1 1 SOUTH COAST CONTJSEABIQUIT/JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 2114:06:40 1997 Page 1 I 13-7-11 t 20-0.0 26-4-5 31-0-0 - I 7-3-7 6-4-5 3.50 F2 64-5 64-5 4-7-11 4x4 3x4 3x4 8-0-0 16-0-0 24-0.0 31-0-0 8-0-0 8-0-0 8-0-0 7-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL (in) (lc) 1/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.17 12/11 999 M20(20ga)' 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) 0.39 12/11 938 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.08 8 n/a BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 237 (Ibs) LUMBER . BRACING TOP CHORD 2 X 4 DF-G No.1 &Btr *Except* TOP CHORD Sheathed or 2-6-5 on center purlin spacing, 5-72 X 4 DF-G No.2 except end verticals. BOT CHORD 2 X 4 DF-G No.2 *Except* BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. 1-102X4 DF-G No.1&Btr WEBS 1 Row at midpt 6-8 WEBS 2 X 3 DF-G Stud Except 7-82 X 4 DF-G No.2 OTHERS 2X3DF-G Stud. REACTIONS (lbs/size) 1=113610-3-8,8=1136/0-3-8 FORCES . TOP CHORD 1-2=-3010,2-3=-2872,3-4=-2872,4-5=-1867,5-6=-1277,6-7=0, 7-8=-132 BOT CHORD 8-9=1056,9-10=1342, 10-11=1342,11-12=2142,1-12=2882 WEBS 2-12=-359, 4-12=761, 4-11=-650, 5-11799, 5-9=-205, 6-9=322, 6-8=-1425 NOTES Gable studs spaced at 16 inches on center. Gable studs exceeding 72 inches length to be laterally braced at midpoint. For studs exposed to wind, see MiTek "Standard Gable End Detail". Studs to be fastened with 2x3 M20 plates. This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 12 1110 9 3x4 3x4 3x4 3x4 8 3x4 Job Truss Truss Type Qty Ply E-1 638 AC COMMON I I SOUTH COAST CONTJ SEABIQUIT! JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 2114:06:42 1997 Page 1 13-7-11 20-0-0 26.4-5 31-0-0 I 7-3-7 6.4-5 64.5 64.5 47-11 3.50 F2 4x4 3x4 3x4 8-0-0 16-0-0 I 24-0-0 31-0-0 8-0-0 8-0-0 8-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lc) 1/defi PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.17 12/11 999 M20(20ga 186/148 TCDL 14.0 Lumbertncrease 1.25 BC 0.84 Vert(TL) 0.39 12111 938 BCLL 0.0 Rep Stress lncr NO WB 0.63 Horz(TL) 0.08 8 nla BCDL 7.0 Code UBC-94 . Min Length /LLdefl =360 Weight: 141 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 DF-G No.1 &Btr *Except* TOP CHORD Sheathed or 2-6-5 on center purtin spacing, 5-72 X 4 DF-G No.2 . except end verticals. BOT CHORD 2 X 4 DF-G No.2 *Except* BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. 1-IO2X4DF-GNo.1&Btr WEBS 1 Row atmidpt 6-8 WEBS 2 X 3 DF-G Stud *Except* 7-8 2 X 4 DF-G No.2 REACTIONS (lbs/size) 1=1136/0-3-8,8=113610-M FORCES TOP CHORD 1-2=-3010.2-3=-2872,3-4=-2872,4-5=-1867,5-6=-1277,6-7=0, 7-8=-132 BOT CHORD 8-9=1056, 9-10=1342,10-11=1342, 11-12=2142,1-12=2882 WEBS 2-12=-359, 4-12=761, 4-11=-650, 5-11=799, 5-9=-205,6-9=322, 6-8=-1425 NOTES This truss has been designed for a 10.0 p.s.f. bottom chord live, load nonconcurrent with any other live toads per Table No. 16-B, UBC-94. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply . E-1638 AA3 HIP 1 2 SOUTH COAST CONT.I SEABIQUIT/ JANE P. GANG NAIL COMPONENTS 3.300 s Feb 11996 MiTek Industries, Inc. Mon Jul 21 14:06:35 1997 Page 1 5-0-9 8-0-0 11-2-11 14-5-6 174-13 22-5-6 I 5-0-9 2-11-7 3-2-11 3-2-11 2-11-7 5-0-9 .3.50[T -26 12x12 2x6 12x12 ..I TR — 1 2x4 3x8 2x4 5x16 . 4x12.5 5x16 M16 7-104 11-2-11 14-7-2 22-5-8 I 7-10-4 3-4-7 3-4-7 7-104 Plate Offsets (Left,Top): [2:0-6-0,04-8],[4:0-6-0,04-8) LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (lc) lldefi PLATES GRIP TCLL 16.0 Plates Increase 1.10 TC 0.89 Vert(LL) 0.24 3 999 M20(20ga) 186/148 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) 0.55 3 482 M16(16ga) 163/115 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.13 5 nla BCDL 7.0 Code UBC-94 Min Length ILL defi = 360 Weight: 130 (Ibs) LUMBER BRACING TOP CHORD 2 X 6 DF-G No.2 Except TOP CHORD Sheathed or 4-0-15 on center purlin spacing. 2 2 X 10 DF-G No.1 &Btr BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. BOT CHORD 2X6DF-GSS WEBS 2X4DF-GStd REACTIONS (lbs/size) 1=4560/0-3-8,5=4560/0-3-8 FORCES TOP CHORD 1-2=-I 5652,2-3=-i 7069,3-4=-I 7069,4-5=-i 5652 BPT CHORD 5-6=15113, 6-7=1 5113, 7-8=15113, 8-9=15113.1-9=1 5113 WEBS 2-9=355, 2-7=2335, 3-7=-2356, 4-7=2335,4-6=355 NOTES 2-ply truss to be connected together with I Od nails as follows: Top chords connected with I row(s) at 6 inches on center. Bottom chords connected with 1 row(s) at 12 inches on center. Webs connected with 1 row at 6 inches on center. Provide adequate drainage to prevent water ponding. All plates are M20 plates unless otherwise indicated. This truss has been designed for a 10.0 p.s.f. bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-94. SIMPSON HUS28 recommended to support concentrated load from member(s) perpendicular to truss at joints(s) 2. at joints(s) 4. A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) 1) Lumber Increase=1 .25, Plate Increase1 .10 Uniform Loads (lbs per It) Vert:I-2=-60.0, 2-3=-490.0, 3-4=-490.0.4-5=-60.0,5-6=-64.0,6-7=-64.0,7-8=-64.0,8-9=-64.0, .VESSI l-9=-64.0 Concentrated Loads B. 4,i, (bbs) . Vert:2=-I 800.0, 4=-1800.0 . . FA / £ CONr. EAR!PlG. 3X5 Vt.. OPT. SPAN TO MATCH COMMON TuSS. STANDARD GABLE END DETAILS .'iuO SPEED se MPH, AH WALL HEIGHT 15 FT. rlt:!~Amm II vUA4I alwict OIAGONAL OR L-BRACING TRUSSES AT 21' O.C. REFER TO TABLE BELOW IXI - 1/2' PLTW000 SHEATH1UG- -2X3 711P. ZZJ VARIES TO COMMONTRUSS 1'3' MAX- 2X1 LATERAL BRACT.NC AS REOUIREO. 3X5 I . END -, Fu?R!NG STRIP 03 LATH LATERAL E.AC!NG NAILING SCrED'JLE. VE1T. HEIGHT. i RAIL AT Q END - 2- 3 - 36d 78-30 - 8'-8' OVER 81-' - - I5 TYPICAL 2Xf L-RACE NAILED 10 2X1 VERTICALS 'J/d NAILS,. S' O.C. VE1iCAL STUD f1 SECTION A-& MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALS - WITHOUT E.&CE WITH LATEP.AL 5RACE VITH L-SRAC 32 INCH O.C. - 5-7-2 15 INCH O.C. 5-1-0 12-1-12 . r INCH Oics a-s-a I5-t-7 9-e-3 NOTE: I.VRT. HAD (>(ECKEO -O.- ell WH jp LOAD. FURHI4 COPY OF THIS DRAWING TO CONTRACTOR LEM VALL HCHT OP 35 FT. XNO L/2'6 DFL CR1T. FOR BRACING INSTALLATION. 2.6-OEC170H ETvE!N eO1Toi CHORD OF GABLE ENO e.3RACL'G 5!4OVN IS FOR INOIVIWAL TRUSS ONLY. TRUSS Alo WALL TO EE PROVIDED ET PROJECT E.NGINEER CONSULT BLOC. ARCHITECT OR ENCINER FO1 OR LP.CH1TCT. . TEMPORARy AND pj1uEegAC1No OF ROOF STS7EP- 5,3 :t.jU?j GRADE OF LUMeER VT%Ul L00161 B. 2Xf Ro.2r40 [SS5C9t 'V11I7 W No.2U0 19 S 1?! 02 Crt s 2X1 No.3 19 SP i 12- C1NG PSF) I 33 3 (((. ,: L 0 30 IoRA/BY ...'B D.C. I REP. STRESSI TES t1iTe kdust1ec Inc. Inc. TTCH 0 10 I CHECKED BY JAI P.O. Box 578. Fontana. L 8375 Sultana Avenue. Fontane. CA 92335 Tel: (909) 823-9500 Fax: (909) 823-6780 GANG-NAILS CDMPDNENTSJ INC. 44 - cw frir Sr_t!Ei&._7X4. 1 2c4 .6n, F L) 5) Ogg i/'1I(. /&'e. isro M&i6&C ft11N1,4t7) JJorcflTh Z)3 31UP6 o) lCd 04. 6E.TWE.4J t'TtiiY4 W i1r;rv, IJ& \VALL J1.UCUIL FILL T.US DETAIL San Diego. CA. (619)741.0995 • • Phoenix. AZ . (602) 22-iI..lIAJ Sacramento. CA (916)481-8400 Ventura. CA. (805) 653-1077 Las Vegas. NV . (702) 739-7476 Manufactured Trusses and Building Components .'... z.'4J• 7A% DLJ6( : . •.::::. ... . -.-•.-. ____________ -... I... -'•---.•-b•a•- ... • I- __________ _ - - - - • A1•-••• ) .1-12 Iz TIP,C o— I • •- - I L 17 j6.C-~LP-JC.TA:- MAn!AS - i"A:. E- Exp. 12-31-97 No. 23013 ;== 157 .±-=- " " ::. J. ..•- - '2..G Lc,fr w1cdgp.JLc. . - .(ccaTPic.r..4).\ . .-.. _ il?VA .III.II UIWAIIIIlII _I - - - - - C- ; Wpap HI 4EJ1QL GO 5ID LJAK. tm 124T-47 D. 34 Pei CiviL Hit '. aNPJACFYOCR4 I OTT1 CHO% orroci .CHOIi.P f)1CK 10 HIP cONEC11OFJ .. ?J.i CC C.CfIC1J4 Ab - — - ROOcM.tPJM. DflH GA' NGNAIt. COMPONENTS, INC. zTE.SIIIN/\L 8373 ratane Avr Job P46 - SPI*C1NG : . ••.m -T .: ForiL.,%..CeUorrOD233 ... . r:.•. : . .:- • -. .. . • ;.•. • P1 I O23.9OO . •j'; — - - — -: OLUCUS - - - - -• . - I - . - — ... . . . "-------.--------------- • • .. . •. •: ; Lr . - • •• •: •. .•. . ..;- ,.. . • . . ;.•. . C . .,_ - . . -. .• .. : • ••. . . • .: .. - _..__•• -..•p.•1::I:.- - - Fj - ---.11110 4 14 t JA QANO-NAIL. CQMPONEN1. INC. - —. b1 UL.1ANA AVE C.i(on. 923 7)q) 822.9O mm br.D I D4 bf c.LIrG?M' HIF 1NLS (lIONS DII, - - -. •D Or v€ta NAr 155 vacm.,"Iffo I*I.0 SPmCP4 DC (V'i. 1'.O.I PC'I r n OI VOC 111$ L..-A PLAN VIEW LIU.C(D I&* .110,CIIOI$ . V SECTIOR BB LaLI *Cl lop 011 I. III. I lull-1 fl 'U,, ll,,l$U - SCC10R AA 3 11%W,L E-CJIJ& If &.Q'P b' cesom _tCNWGTIOWb lea ;i p:.qp &-g• Lrir.i-i- TfIhJ. )4IP Jh1. ,o WCPT ,4E-T 1011 ll. $M&PCO I. cc - TQ 3,i4. ••.. •• ... ..:••:• •.. — ..,;:. ......................• • -..--__!.i •. - • WITH- 0011,oM CsU.' i;~= CLfl3b Joel. .i:I flU jrr.ir 'la•$I - iCTiOJ - If C ic7ioN 7JJL or1TJc VI's V I t's31 .iJe4Ti eeNDJc rATrrIcN -t 01. GIIcDEg . gjø. I '1 0 iHc,.cP1I I ror ciccp ji' •- - q -u* l'G. TAIL4.. .. •-- •. •- • (Pu6.uJIevJ) 2.1fPD.r.L PJ i — 'I 'tiP. V.-p. I :24ep4.L I .1. — 2.1c,I v.r- .ZPL D. -. 'Jtpju- 4t%O!, UJ1mT - 2 rrz. -__ I a 4I gj4 1!P 6THRU E 12', I& c 20 Exp. 12-3197 t,o... 23O13 ROOF MATERIAL: •-' I I' L 1. F.'rrg. SPACING. 00. lUnIsu Shown) MM U LAQ .o DESIGN COOL: 1.100 1905 ccigij'q — CoJ LI1C.I4M6 T0 WCHQFD Carl I Em a QANO.NA1LC0MP0NENT13, INC. FE-CUT VALLEY 5T DE1NL, - smio SiAo'o Ave. Jno No: 17141 823-95M own br M?.Io'I 0aIe:II..7b1 Cud W: Dole:Sls.•4 CamNo.0: Di'. S..ON .. . .:. ,.:.:4.•.... :.,: .. . . •,. . • wir4 '. ro. A4 2. Co aiiLowtq.-s' OtJTLCo.C.fcb - /L' OA NOTCI4 MAY g, f'A/EEH v6grI -iupT 140 • JREDTOPLh.E. I'4Mr..i.iea2. n bE.L.OW OUILOOKE.P,S ON TOP CHOIW. rIJ.c14Tp II QCIMI- EeJG. II (n4e ij!.ø '\ OUTLa,EJT : 6m RUM— )-? EE.ItlC 4Li cc4u.k, M II q;. rgew,u.. 'rCCirWD f :'i',tG.r. OLJ1LQ)F- PTAJ. cio MA'Tttp ,r 4TU. 11J1T111L. 1'Q I1.TC AT EAC-4 WD bTIa WbLL GABLE END 7RUtoe, DETAIL i?..UJG o ALE rN ._.•iir. D.oCICD / oLC WV .4 91P0C14P4 LitJ ROOF nciiYAIIe. GANG-NAIL. COMPONENTS. INC. ND Ti.JLE, TRUSS SPACING: 24' O.C. lulun Sho.n3 WLV~13 Ave. co'o 92335 JIM No 023 9500 DESIGN CODE: VUC 1965 Drawn by: 4I4IOL. D.e;II.3o1Vj Cud bv Ov R.d Dole I u.. 0.. Ste J . . • . . .• . ................•... • . , •: .:•.'• •... :.;..: .•. • •.. . ...........•.. •. •.. . .... * Lumber species used in maniiIicturing of trusses may be one of the following: Douglas Fir Larch DFL Spruce pine fir SPF Please refer to UBC Tables No. 25-A-1 and 25-A-2 and UBC Standards Table No. 25-17-I * Design loads for trusses are as shown on Truss Engineering Drawings. Those loads should be reviewed by Project Architect/ Engineer for adequacy. Additional loadiig if required should be provided to Gang-Nail Components, Inc. in writing a minimum of 5 days prior to fabrication. Otherwise, will be deemed acceptable. * If trusses are required to transfer any shear loads, (hose loads must be provided to Gang-Nail Components, Inc. in order for them to be included in the design of the trusses, a minimum of 5 days prior to lhbrication. * Bracing and cross bridging is not provided as part of truss package, however it is the responsibility of Framing Contractor to adequately brace trusses per recommended Bracing Details. Additional bracing may be required to eliminate uneven deflection of trusses vs. adjacent trusses or walls. * Adequacy of truss members to receive diaphragm nailing is to be decided by Project Architect/ Engineer. If fabricator is not notified in writing a minimum of 5 days prior to fabrication that certain trusses or.truss members need to be changed or modified, they will be deemed acceptable as presented. * Truss configuration(s) and lumber size(s)/ grade(s) may vary to accommodate availability of lumber at time of fabrication. * Due to occasional bowing of lumber used in bottom chord of trusses, it is O.K. to level such unevenness by shaving up to 114 inch without adversely affecting integrity of truss design. Miscdllancous lnrormatloti I BracLng Information This data ,hed and the Information hereon Is the All lateral bracing specified to property of Gang-Nall System, I inc. and is not to be for bradeg Individual web copied In whole of in pie1 or n,d for uuuanibortud meniher, and most be intalied. ebploilalion of the lirmi disclosed herein or In any other Web braces wt,re required are may dunned or used for rnrnlnhing Information to others, to he equally spaced along web The use of this component shall be specified by the length. designer of the complete structure. Chord members are to laterally Obtain all necessary code compliance. approvals and restrained hyshealbiup. pinion or inelnicilon, from the designer of the complete structure ctlling materials. before lining this component. Restraint of lateral bracing and if The design criteria listed above deep not meet local additional bracing for The overall iunht.ltng cmii requirements. flfl NOT (t5ETiil5 DF..SIGN. atrsciuure is to be provided by the When this drawing is signed and nealed. Gang.Nail designer of the complete stricture. System. Inc. it approving only the sirucinnal desIgn of the unit thorn on the basis of data presided by the customer and shown an this drawing. Lumber Lumber most bear a grade mink from as approved ispechto. bnreau and ml be of The site and ,pKili shown and equal to or better than The grade specified. 0"101; esign Criteria The desIgn and lbs material' specified are Is sniustanilal conror. mill with the luieal slslou of NDS, Afl and Tn. Handling & Ervdion s handling of components shall not be prnnllte rai' and permanent bracing ror holding coanpone and for resisting lateral forces shill Iar design tilled by other,. No foods are to be applied to ti enl null after all bracing and fastenings a te. Al no time shall loads greater ibutn design too, led to the component. re most be exercised Is Install component at prop points, right side op, and properly brace. Read i ereon and obtain any 4csign amLetance indicated. .-Nall System. Inc. exercises no control and acrql 'on;li,littc for III, rabrication, hanullinti, stuipuuir tattalion orcounponents. Connector Hardware Connector plates are mannfadnred in accordance with tpi. Plates most i.e installed as l.oih faces of the lumber with 1db folly embedded. Flutes most be of the sized, gauge and capacity show.. Refer to the AnioTranu joint deiafl ibeei for detinuiton, of joint ftpes nod plate locatIom resltuon plaice symmetrically about joints ink's other dimensions are shown. IlPORTANT: READ ALL NOTES ON THIS DRAWING! %OF ESSi4 LAJ Iic No. C 25.241 ] t 9OF ESs,ö W. No. 4 rn 9 '0 r; Si 2:. Respectfully submitted, C.W. LAMONTE COMPANY J. d fle i* CLIIRD W. LA MONTE RCE 25241, GE 495 C.W. LA MONTE CO. Soil and Foundation Engineering Services 1308 N. Magnolia Avenue, Suite I El Cajon, CA. 92020 (619) 593-0083 FAX 593-0194 October 15,1997 Job No. 97-2444 CITY OF CARLSBAD DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION 2075 Las Palmas Drive Carlsbad, CA. 92008 SUBJECT: FOUNDATION EXCAVATION INSPECTIONS SEA BISQUIT CONDOMINIUMS 2609 Ocean Street Carlsbad, CA. Dear Sirs: On October 14 & 15, 1997 our field soils engineer visited the above subject site and visually inspected the excavations for the interior foundations and grade beam plus steel reinforcement placement for the foundations. Based on our engineer's inspections it is our professional opinion the foundation construction substantially conforms to the recommendations set forth in our 'REPORT OF SOIL INVESTIGATION" dated December 18,1996 and will safely support the proposed structure. As always if you have any questions concerning this letter feel free to contact our office. Reference to Job No. 96-2444 will help to expedite our reply to your inquiry. I4 ØQFESS,07 Cz (° No. C2524 rn I 1 I, F CALN C.W. LA MONTE CO. SOIL AND FOUNDATION ENGINEERING SERVICES 1308 N. MAGNOLIA AVENUE, SUITE I EL CAJON, CA. 92020 (619) 593-0083 FAX (619) 593-0194 August 12, 1997 JOB NO.96-2444 ESGIL CORPORATION 9320 Chesapeake Drive, suite 208 San Diego, CA. 92123 Attn: Mr . David Yao SUBJECT: SEA BISQUIT DUPLEX 2609 Ocean Street Carlsbad, CA. Plan Check No. 97-1799 Dear Mr. Yao: During plan check for the above referenced project item No. 13 requests that seismically induced soil liquefaction be addressed. Based on our investigation of the above subject site we state the following concerning liquefaction in the formational material encountered: Liquefaction - It is our opinion- that, due to the relatively high densities of soil prevailing at the site and the lack of high groundwater table in the building prism, the risk of seismically induced liquefaction is negligible. As always if you have any questions concerning this letter feel free to contact our office at (619) 593-0083. Reference to Job No. 96-2444 will help to expedite our reply to your inquiry. Respectfully submitted, C.W. LA MONTE Co. &( // CLIF66f(D W. LA MONTE RCE 25241, GE 495 C. W. LAMONTE COMPANY 1308 N. MAGNOLIA AVENUE, SUrrE I EL CAJON, CALIFORNIA 92020 PHONE (619) 593-0083 FAX 593-0194 CWL Job No. 96-2444fc August 30. 1997 Sea Bisquit Inc. 2725 Jefferson Street, Suite 7 Carlsbad. CA 92008 Attention: Mr. Pat McGuire SUBJECT: Final Report of Field Observation and Relative Compaction Tests Results, Sea Bisquit Condominium Building, 2609 Ocean Street, Carlsbad, California. REFERENCE: "Report of Soil Investigation, Three story Condominium Building, 2609 Ocean Street, Carlsbad, California" C. W. La Monte Company, dated December 18, 1996 Gentlemen: In accordance with your request, this report has been prepared to present the results of the field observations and relative compaction tests performed at the subject site by C. W. La Monte Company. These services were performed between August 27 to August 29, 1997 and included observation and testing during grading of the structure building pad. Site Description The site is located at 2609 Ocean street in Carlsbad California and is bounded on the north and south by existing multi-unit residential buildings, on the east by Ocean Street, and on the west by the Pacific Ocean. The site is located on a low sea bluff sloping gently to moderately to the west with elevations ranging from approximately 8 feet to 39 feet MSL. A rip rap, sea wall up to 10 feet in height is located at the west end of the property and was not disturbed by the subjJect grading. CWL NO. 96-2444fc August 30, 1997 Page 2 Proposed Construction It is our understanding that the site is being developed to receive a three story Condominium building which includes a partial basement. It is anticipated that this structure will be of wood-frame construction with conventional shallow foundations and slab-on-grade floor system. Available Plans To assist in determining the location and elevations of our field density tests and to define the general extent of the site grading for this phase of work, we reviewed a grading' plan provided by Linvedt. McCoIl and Associates, dated July 21, 1997. Site Preparation Prior to our arrival at the site, the previous building and associated improvements had been demolished and removed and a soldier beam and board shoring system was in place along the north and south property lines, adjacent to the basement excavations. Grading beam by removing all loose topsoils and fills at the west end of site (in the area to receive patios, retraining walls and the a portion of the west foundation), and were stockpiled on-site. The removal extended approximately 5 feet beyond the perimeter of the structures. The excavation exposed dense natural ground terrace deposits which were prepared to receive fill by scarifying to a depth of approximately 6 inches, moisture conditioning, and recompacting the soils to at least 90 percent of their maximum dry densities. The fill material, was obtained from the stockpiled material, and consisted primarily of non- expansive, slightly silty, sands. The fill was placed in six to eight inch layers, watered to above optimum moisture contents, and compacted to at least 90 percent relative compaction by means of track rolling with heavy construction equipment. After fill materials were brought to rough finish grade elevations, excavations began for the basement portion of the structure. The excavation exposed dense, terrace deposits at the finish grade floor elevation. A temporary cut slope was excavated at the area behind the proposed basement. The cut was excavated to a maximum slope angle of 45 degrees. Materials removed by excavation were exported from the site. The site was graded with a "low" area along the west end of the development. It is our understanding these area will be backfilled with footing spoils generated by future excavation. Refer to the attached plot plan for the location of placed slopes and fill materials and the as-built geology. CWL NO. 96-2444fc August 30. 1997 Page 3 Field Observation and Testing Observations and field density tests were performed by a representative of C. W. La Monte Company during the grading operations. The density tests were taken according to A.S.T.M. Test 1556-90 and the results of these tests are shown on the attached figures. The accuracy of the in-situ density test locations and elevations is a function of the accuracy of the survey control provided by other than C. W. La Monte Company representatives. Unless otherwise noted, their locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. As used herein, the term "observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which, together, we based our opinion as to whether the work essentially compiles with the job requirements, local grading ordinances and the Uniform Building Code. Laboratory Tests Maximum div density determinations were performed on representative samples of the soils used in the compacted fills according to A.S.T.M. Test 1557-91, Method A Method A specifies that a four (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a 10-pound hammer within 18-inch drop. The results of these tests, as presented on Plate Number 2 , were used in conjunction with the field density tests to determine the degree of relative compaction of the compacted fill. Additional grading and backfill operations will be required at the site for retaining wall backfill, removal and recompaction of the garage, utility trench backfill, and the preparation of subgrade material in the parking and driveway areas. It is recommended that in-place density tests and field observations be performed by a representative of this office during each of these operations to verify that they are performed in accordance with job requirements. Conclusions and Recommendations Based on field observation and the density test results, it is the opinion of C. W. La Monte Company that the grading was performed basically in accordance with the recommendations contained in the referenced Geotechnical Report, and the recommendations contained therein do apply to the subject site. In addition to the references' recommendations the below items require consideration: Foundations located within 10 feet of the top of fill slopes should be deepened so that the outside, bottom edge of the footing is at least 10 feet from CWL NO. 96-2444fc August 30, 1997 Page 4 "daylight" in the slope face. This condition applies to the west retaining wall foundation. Refer to Figure VII of the referenced soils investigation report. The referenced soil report recommended that floor slabs be underlain with 2 inches of sand over a visqueen moisture barrier over an additional 4 inches of sand. Upon review of the site conditions during grading this recommendation may be modified. Due to the highly permeable nature of the on-site native material, the 4 inch sand underlayment can be eliminated and the moisture barrier be placed directly on the subgrade soils. Select on-site material may also be used for the 2 inches of bedding material under the slab. Based on the observed grading and review of the reference, a soil bearing value of at least 2000 psf may be used for the proposed building which will be founded primarily on dense natural ground terrace materials and/or shallow fill deposits. A soil bearing value of 1500 psf shall be used for the proposed retaining walls which will be founded entirely in fill. The foundation soils at the subject site are indicated to possess a very low expansion potential using the UBC classification system. Basement walls shall be provided with a properly installed and effective waterproofing system. Wall drainage shall be provided as detailed in the approved grading plan, using a 4 inch perforated pipe surrounded with gravel and wrapped in filter fabric. It is our opinion the native sand material may be substituted for the crushed aggregate backfill detailed on the plan. This substitution is justified based on the following: 1) the highly permeable nature of the on-site sand material provides good drainage characteristics 2) a gravel backfill placed without a filter fabric wrapping can potentially result in void formation and soil settlement due to the "piping" of fine materials into the spaces between the aggregate particles; 3) the intended Miradrain drain board will further facilitate proper wall drainage. The street level, garage portion of the structure appears to be overlain with up to 3 feet of loose fill and topsoil material. Therefore, an additional removal and recompaction grading operation is required for this area. As an option the structure may be founded on footings that extend into firm natural ground in conjunction with a heavily reinforced slab. This report covers only the services performed between August 27 to August 29, 1997. As limited by the scope of the services which we agreed to perform, our opinion presented herein are based on our observations and the relative compaction test results. Our service was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with Respectfully submitted, C.W. La Monte Company CWL NO. 96-2444fc August 30, 1997 Page 5 respect to the services which we have performed, and neither the performance of those services nor the submittal of this report should be construed as relieving the grading contractor of his responsibility to conform with the job requirements. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. PLOT PLAN OCEAN STREET r-------------1 Garage FF39.33 -I , \ Qt LL— r---- I FF7.O' I PROPOSED BASEMkNT Qt z I-7T9fT1: T4• FF 26.88' ,__....; .. T3• -, - . •, FF 23.7Y \T\tV I LEGEND Field Density Test Location T 2 Temporarary Cut. Slope Existing FM Slope \7\JV Proposed Structure I I .Area of Compacted Fill Geologic Contact Qaf= Artificial Fill Qt Qt= Marine Terrace Formation Qaf EslsiingSlioring TOPOFSLOPE is APPROXIMATE SCALE: RIP RAP SLOPE 1" = 20' 10 ___________________________________________________ PACIFIC OCEA.\ SOIL DESCRIPTION TYPE 1 Brown, slightly silty sand MAXIMUM OPTIMUM DENSITY MOISTURE (pct (percent) 125.5 9.5 COMPACTION TEST RESULTS TABLE I Test No. Date Elevation Location 1 8/28/97 21' See Plot Plan 2 8/28/97 225' U N 3 8/30/97 23' FG U N 4 8/30197 26'FG U U Dry In-Place Relative Soil Density Moisture Compaction Type (pcf) Percentage 114.1 11.4 90.9 1 117.2 11.3 93.3 1 114.3 10.4 91 1 121.1 10.7 96.4 1 TABLE II SOIL TYPES Job No. 96-2444 REPORT OF SOIL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Three Story Condominium Building 2609 Ocean Street Carlsbad, California 41 Job No. 96-2444 December 18, 1996 Prepared for: U110 Prepared by: C. W. La Monte Company 1308 N. Magnolia Ave,, Suite I El Cajon, CA 92020 (COTIC711 C. W. LA MONTE COMPANY Soil and Foundation Engineering Services December 18, 1996 Partick Henry Development Job No. 96-2444 380 Stevens Avenue, Suite 311 Solana Beach, CA ATTN: Pat McGuire Subject: Report of Soil Investigation Three Story Condomimum 2609 Ocean Street Carlsbad, CA Dear Mr. McGuire: In accordance with the your request, C. W. La Monte Company and M. W. Hart have performed a Soil Investigation and Geologic Reconnaissancce investigation of the surface and subsurface soil conditions at the location of the subject condominium structure. The field work was performed in December 12, 1996. It is our understanding that the site is being developed to receive a new structure. The condominium structure is to be a maximum of three stories in height and will be constructed of standard-type building materials. Our investigation revealed the site in general to be underlain with loose topsoils which are underlain with medium dense to dense Quaternary marine terrace deposits. The loose soils are up to 2.5 feet in thickness below minor amounts and will need to be reworked and recompacted prior to the construction of the structure and walls. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suitable for the proposed development. The work performed and recommendations presented in this report are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 96- 2444 will expedite response to your inquires. Respectfully submitted, C. W. La Monte Company &Z~~ Cliff CW bLKb nte, R.C.E. 25241, C. E. 0495 1308 N. Magnolia Ave. Suite I, El Cajoni, CA 92020 - (619) 593-0083 TABLE OF CONTENTS SCOPE OF WORK SITE DESCRIPTION FIELD INVESTIGATION DESCRIPTION OF SOILS GROUNDWATER LABORATORY TESTS & SOIL INFORMATION CONCLUSIONS AND RECOMMENDATIONS Design Parameters for Foundations and Retaining Walls Slope Design Removal and Recompacation of Existing Fill Materials Site Drainage Considerations VII. GRADING NOTES I. LIMITATIONS FIGURES Site Plan thru V Trench Logs VI. Laboratory Test Results APPENDICES Unified Soil Classification System b Grading Notes Rage 1 1 2 2 2 3 3 7 8 r 1308N. Magnolia Ave. Suite I, El Cajon, CA 92020 - (619) 593-00E3 REPORT OF SOIL INVESTIGATION Condomimum Building 2609 Ocean Street Carlsbad, CA JOB NO. 96-2444 The following report presents the finding and recommendations of the C.W. taMonfe Company for the subject property. I. Scope of Work It is our understanding, based on our communications, and preliminary plans, that the site is intended for the construction of a three story condomimum structure. With the above in mind, the scope of work is briefly outlined as follows: Identify and classify the surface and subsurface soils to depths, in conformance with the Unified Soil Classification System (refer to Appendix A). Determine the allowable presumptive bearing pressures for the natural ground and any soils to be used in compacted fill, based on their assumed shear-strength characteristics. Recommend treatment for any expansive soils and/or uncompacted fill soils that, if left in place and unmodified, could result in structure damages to the proposed structures. Predict the settlement potential of the natural-ground soils, as well as any recompacted fill soils (recompacted to at least 90 percent of Maximum Dry Density), under the proposed structural loads. Recommend active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. Discuss the slope stability and/or safety considerations for proposed temporary construction slopes. Preparation of this report and a geologic reconnassance report with appropriate graphs presenting our findings, conclusions and recommendations. II. SITE DESCRIPTION The site, is a rectangular shaped parcel located on the Pacific Ocean side of Ocean Street in the City of Carlsbad in the County of San Diego. The property is bordered on the west a rip rap sea wall. Existing residences border the southerly and northerly property lines. The parcel is currently occupied by a single story wood frame structure with a partial basement below. 1305 N. Magnolia Ave, Suite I, El Cajon, CA 92020 - (0519) 593-00E3 Ocean Street Condominiums Job No. 95-2444 Carlsbad, CA Page 2 Topographically the site is located on bluffside terrain, that slopes gently to moderately to the west. Elevations on the site were not available at the time of this report but are estimated to range from 10 feet abdve M.S.L. to 40 feet above M.S.L. Ill. FIELD INVESTIGATION Four hand excavated test pits were placed on the site, specifically in areas where the structure and improvements will be located and where representative soil conditions were expected, in addition to visual inspection of on-site soils in basement cuts. The excavations were visually inspected and logged by our Field Engineer, and samples were taken of the predominant soils throughout the field operation. Test pit logs have been prepared on the basis of our inspection and the results have been summarized on Figures No. II. thru V. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. DESCRIPTION OF SOILS The subject site is partially underlain by 3.0 feet of loose fill soils, and topsoils from formational deposits. These soils are typical of Quarternary aged formations. For a complete description of the formational units refer to the Geologic Reconnaissance by M. W. Hart, R.G., C.E.G. in appendix "Afl. Topsoils: Natural ground topsoils were encountered on the site ranging in depth to 3.0 feet in thickness. The topsoils consist of light fine sands derived from the bluff terrace deposits. Formational Deposits: The site is underlain at i4th with edimentary dposit' These formational terrace materials consist primarily of red-brown to orange-brown sands. V. GROUND WATER No ground water problems were encountered during the course of our field investigation and we do not expect significant problems to develop in the future -- if the property is developed with provisions for good, positive drainage. It should be kept in mind, however, that any required grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of minor amounts of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented at the completion of construction. Corrective action should be taken on a site-specific basis if, and when, it becomes necessary. 1308 N. Magnolia Ave. Suite I, El Cajon, CA 92020- (619) 593-00 Ocean Street Condominiums Job No. 96-2444 Carlsbad. CA Page 3 VI. LABORATORY TESTS AND SOIL INFORMATION Tests were performed on the disturbed and undisturbed soil samples in order to determine their.physical and mechanical properties and their ability to support the proposed structure. The following tests were conducted on the sampled soils: Moisture Content (A.S.T.M. D2216-71) Density Determinations Mechanical Analysis (A.S.T.M. D422) Expansion Index Tests The relationship between the moisture and density of undisturbed and remolded soil samples gives qualitative information regarding the soil strength characteristics and soil conditions to be anticipated during any future grading operation. The mechanical analysis was used to aid in the classification of the soils according to the Unified Soil Classification System. The expansion potential of clayey soils was determined utilizing the U.B.C. Expansion Index Test. Method for Expansive Soils. Expansive soils are classified as follows: Expansive Index Potential Expansion 0-20 Very Low or considered (Nonexpansive") 21-50 Low 51-90 Medium 91-130 High 130-Above Very High VII. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigations conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the Carlsbad area of San Diego County. A. Design Parameters for Foundation and Retaining Walls 1. Due to the loose and porous condition of the existing top soils, it will be necessary to remove and recompact these soils in areas where building and driveways are to be constructed (unless foundations penetrate the loose fill soils and/or topsoils and are embedded into formational terrace deposits as below). No uncontrolled soils shall remain within the proposed building prism and ten feet beyond after completion of any future site work (except landscape soils). In the event that temporary ramps or pads are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose soils shall be noted by the on- site representative of a qualified soil engineering firm. The loose soils shall be removed and/or compacted prior to completion of the grading operation. It is estimated the combined thickness of the topsoils will range to approximately 3.0 feet. 1308 N. Magnolia Ave, Suite I. El Cajon, CA 92020 - (619) 593-0083 Ocean Street Condominiums Job No. 96-2444 Carlsl'ad, CA Page 4 The minimum safe load-bearing value at a minimum depth of 18 inches into the re- compacted natural topsoil materials or compacted fill soils on this site is at least 1,500 pounds per square foot. When wall foundations or continuous foundations are founded in the dense formational terrace deposit, the minimum safe load bearing on this site is at least 2,000 pounds per square foot, with minimum 15 inch wide foundation. This load-bearing value may be utilized in the design of continuous foundations and spread footings when founded a minimum of 18 inches into the dense natural ground terrace deposits or re-compacted topsoils, measured from the lowest adjacent grade at the time of foundation construction. This load-bearing value may be increased one-third for design loads that include wind or seismic analysis. If imported soils are required to bring the site to grade, the imported soils shall be nonexpansive and shall be obtained from an approved off-site borrow area. It is recommended that continuous footings be reinforced with at least four No. 5 steel bars; two reinforcing bars shall be located near the top of the foundation, and two bars near the bottom. The steel reinforcement will help prevent damage due to minor differential settlement between varying thicknessness of fill soils, and between compacted fill soils any unexpected expansion of natural-ground soils. Although it is our understanding the floor of the structure will be an a wood floor diaphragm system. Concrete floor slabs, if used, shall be a minimum thickness of four inches and reinforced with 6 x 6, 10/10 steel wire mesh or No. 4 steel bars 18 inches both ways, and shall be underlain by two inches of clean sand overlying 6 mil visqueen overlying two inches of clean sand. Any re-compacted fill soils that will occur within ten feet of the face of any fill slopes will possess poor lateral stability, even through they have been compacted. Proposed structures and other improvements (such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt paving, et cetera), that are located within ten feet of the face of compacted fill slopes, could suffer differential movement as a result of the poor lateral stability of these soils. Foundations and footings of proposed structures, wall, et cetera, when ten feet and further away from the top of compacted fill slopes, may be of standard design in conformance with the recommended soil value. If proposed foundations and footings are located closer than ten feet inside the top of compacted fill slopes, they shall be deepened to at least one foot below a line beginning at a point ten feet horizontally inside the fill slopes and projected, outward and downward, parallel to the face of the fill slopes. B. Slope Design In the event that development of the site necessitates construction of steep temporary cut slopes immediately adjacent to exisiing structures, or to property boundaries at which off-site grading permission has not been granted, either shoring, bracing, or underpinning may be required to prevent damage to on-site or off-site structures a result of construction of the temporary slope. The office should be contacted for 1305N. Magnolia Ave. Suite I, El Cajon, CA 92020 - (619) 593-0083 Ocean Street Condominiums, Job No. 96-2444 CarlsE'a4, CA Page § additional recommendations pertaining to such protection of existing structures. Cut slopes of maximum inclination of 1.5 horizontal to 1.0 vertical and compacted fill slopes of maximum inclination of 2.0 horizontal to 1.0 vertical will be stable and free of deep seated failures to a height of 1.5 feet. Based on our experience with the soil types on the subject site, the soils should experience settlement in the magnitude of less than 0.25 inch under a structural load of 2,000 pounds per square foot. The active earth pressure (to be utilized in the design of walls, etcetera), shall be 1 based on the following formula and summarized laboratory test results. This active pressure is for level backfill. s = unit weight of soil (wet condition) - 120 pound per cubic foot, 0 = angle of repose of soil (Angle of Internal Friction) = 34 degrees (lowest anticipated value) ka = tan2 (452 - 0/2).28 Pa(Maximum = (ka) ( ) = (.31) (120) = 34pcf Thus, the active earth pressure (at any depth) shall be based on an Equivalent Fluid Weight of 34 pounds per cubic foot. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 8 H (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The design pressures presented above are based on utilization of formational soils native to the site in backfill operations. In the event that imported, clean granular fill soils are utilized as backfill material, this firm should be contacted for possible reduction of design pressures due to level backfill, sloping backfill, or restrained wall conditions. The passive earth pressure of the encountered natural-ground soils and any recompacted fill soils (to be used for design of building foundations and footings to resist the lateral forces) is based on the Rankine Formula as follows: kp = tan2 (45+0/2) d = unit.weight = 112 pounds per cubic foot (dry condition) 0 = angle of repose of soil (Angle of Internal Friction) = 30 (lowest anticipated value) Pp (Maximum) = kp d = (3.0) (112) = 336pcf The passive earth pressure (at any depth) shall then be based on an Equivalent Fluid Weight of 336 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is 1308 N. Magnolia Ave, Suite I, El Cajon, CA 92020 - (619) 593-0083 Ocean Street Condominiums Jolt No. 96-2444 Grn1sI'a1, CA Page 6 essentially level for a distance of at least three times the total depth of the foundation. 11. A Coefficient of Friction of 0.4 times the dead load may be used between the bearing soils and concrete wall foundations or structure foundations and floor slabs. If the coefficient of friction is to be used, in conjunction with passive earth pressures, the coefficient shall be reduced to 0.3. C. Removal and Recompadion of Existing Fill Materials 12. Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site shall be constructed in accordance with subparagraph (1) paragraph (f), of section 1541 of Title 8, Construction Safety Orders, issued by OSHA. 13. It is recommended that all compacted fill slopes and natural cut slopes by planted with an erosion-resistant plant, in conformance with the requirements of the City of Carlsbad. 14. Any septic tanks, subsurface disposal systems, wells, et cetera, which might be discovered on the site, shall be removed and properly backfilled with approved on- site or imported fill soils, and shall be then compacted to at least 90 percent of Maximum Dry Density. 15. Any backfill soils placed in utility trenches or behind retaining walls which support structures and other improvements (such as patios, sidewalks, driveways, pavements, et cetera), other than landscaping, shall be compacted to at least 90 percent of Maximum Dry Density. 16. Agencies often require that a qualified soils engineering firm verify the actual soil conditions revealed during site grading work and footing excavation to be anticipated in the Report of Soil Investigation" for a project. In addition, the compaction fill soils placed during site grading work must be tested by a representative of a qualified soils engineering firm. In order to minimize any work delays at the subject site during site development, this firm should be contacted 24 hours prior to any need for inspection of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to inspection of the excavations; in the event tat our inspection reveals the need for deepening or redesigning foundation structures, in any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, et cetera). D. Site Drainage Considerations 1308 N. Magnolia Ave. Suite I. El Cajon, CA 92020 - (619) 593-0083 11 S LEGEND: APPROXIMATE LOCATION OF TEST PIT ____________ TP-1 ..7.I.r APPROXIMATE LOCATION OF LOOSE FILL _..-_. * IP or . - -. .- - HIP RAI ('I'L ---.... 4,_: .._... TP-2 .:- ...TP .I / P TP-3 .,•••• 1....L. Co p I . TP-4J I N3l4'OD* 1L . .j.. -.- CO SWMI OCEAN STREET NOTE: This Site Plan is not tobe used for legal purposes. Locations and dimensions are approx- imate. Actual property dimensions and locations of utilities may be obtained from the Approved Building Plans or the "As Built" Grading Plans. SITE PLAN JOB NO.96-2444 FIGURE NO. I EQUIPMENT . DIMENSION Bo TYPE OF EXCAVATION DATE LOGGED HAND EXCAVATED 1.5' x 4'-x 6' 12-12-96 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY 26'±m.s.i. Not Encountered ci - T FIELD DESCRIPTION AND CLASSIFICATION - - 0 - p1 .. DESCRIPTION AND REMAAKS 1C0N313TENCY, le 9z CE a MOISTURE, COLOR, GRAIN SIZE) u.s.c.s. & 'w L3 W z 4W xo i0 4 Very loose, moist, lt.brown medium sand SP 1 • 2 • Medium dense,moist,tan, medium - - • . grained cohesionless sand SF • :: Terrace Deposit 7.1 106.3.91 • i Becomes medium dense to dense r'. 4;; 7.1 105. 8.7116.890 -I. 1 5 - • 6• -- Bottom of Hole - - - i Chunk sample - - JOB NAME PATRICK HENRY DEVELPOMENT SITE LOCATION 2609 Ocean Street 7 WATER TABLE LOOSE BAG SAMPLE Carlsbad, CA. JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 96-2444 DRIVE SAMPLE T - 1 FIGURE NUMBER EQUIPMENT . DIMENSION 6 TYPE OF EXCAVATION DATE LOGGED HAND EXCAVATED 1.5' x 4' x 6' 12-12-96 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY 27'± m.s.l. NOT ENCOUNTERED MH FIELD DESCRIPTION AND. CLASSIFICATION 0 .Ci 0 pl DESCRIPTION AND AND REMAIKS (CONSISTENCY, - £ MOISTURE, COLOR, GRAIN $IZEI U.I.C.I. Z , o - oa xz , o Z1 o... z )(0 wu o JO a s - Very loose, moist, it. brown,medium grained sand SF 1 - 2 Medium dense, moist, tan, medium • grained cohesionless sand SF 9/6" Terrace Deposit -. 8.1 103.1 8.7 16.8 88 Bottom of Hole - - JOB NAME PATRICK HENRY DEVELOPMENT CONDOS. V WATER TABLE SITE LOCATION 2606 Ocean Street LOOSE BAG SAMPLE Carlsbad, CA. JOB NUMBER REVIEWED BY LOG. NO.: IN PLACE SAMPLE 96-2444 DRIVE SAMPLE . CL T - 2 - FIGURE NUMBER III EQUIPMENT , DIMENSION & TYPE OF EXCAVATION DATE LOGGED HAND EXCAVATED 2' x2' x 6' 121296 SURFACE ELEVATION - GROUNDWATER DEPTH LOGGED BY 34'± m.s.l NOT ENCOUNTERED MB FIELD DESCRIPTION AND CLASSIFICATION j DESCRIPTION AND REMARKS (CONSISTENCY,IL - 1110I3TUC, COLOR, GRAIN $IZ() u.s.c.s. ...a !o OX 20 a... uaau .0 vi - Very looée, damp light brown silty .. medium sand FILL 2 - Ic • 3.. • Dense, damp, red-brown to tan, .: lightly cemented, silty fine to .., medium sand SP - 7.1 8.7 1.8 6: Botm of Hole - - JOB NAME PATRICK HENRY DEVELOPMENT CONDOS. 7 WATER TABLE SITE LOcATION 2606 Ocean Street - LOOSE BAG SAMPLE Carlsbad, CA. JOB NUMBER REVIEWED BY LOG. NO.: IN PLACE SAMPLE 96-2444 DRIVE SAMPLE CL T - 3 FIGURE NUMBER IV EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED HAND EXCAVATED 2' x 2' x 5' 121296 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY 39'± m.s.1. NOT ENCOUNTERED MH FIELD DESCRIPTION AND CLASSIFICATION 0 dL 0 w -. fl p' DESCRIPTION AND REMAKS (CONSISTENCY, .CL bal MOISTUCCO(.O*,SAIN5IZEJ UsC_I. il Id o S. e 4w ao hI1 o.. X0 ..ao au a - Very loose, wet, brown medium sand SP 1 -:.. 2- - 3.__ • Medium dense, moist wet, tan,med. sand Terrace Deposit 4 . .; 5 • Bottom of Hole 6. - - JOBNAME PATRICK HENRY DEVELOPMENT CONDOS. 7 WATER TABLE SITE LOCATION 2606 Ocean Street Carlsbad, CA. LOOSE BAG SAMPLE JOB NUMBER REVIEWED BY LOG. NO.: IN PLACE SAMPLE 96-2444 DRIVE SAMPLE CL T - 4 FIGURE NUMBER V LABORATORY SOIL DATA SUMMARY L ASSUMED SHEAR DATA 1 APPARE!1T COHESION tpuf) 175 ArPAn(p4r FRICTION ANGLE 300 I IIII1IIIttIII[ulflhIllhIIIIIIIIUhIIuI0il I III IHIiIltiIILIIIIIIIIIIIIIIIhI 11110111 ruiirnii iiuriiuiiimiiui 111111111 IlIlIHilIll IlililliR HIIlIIUhII1IIIIIH IIIHhIF1II1I1IIIJ1l11H 11hllI1llhIHhIIIIIi III1llIflhIII!UFIIIIIUIHUIOIIOIIIIOhI Ill fflh1IlIDhIiUINIIiIIIuIHhIIllhIlluhI III IIlIi1IIIILUl110llhIIIlINIllllhIIINII IlIIllIllhIIIiI1JI1II1flhIIIIIHh1III1IgIj jRIlI1ill!llh1ThIlIJillhI1IJ!!!J '0 ME- .3 2.70 0 .3 0 Vp C G.iui diameI,. mm -. 6-5PECIFIC GRAVIiY 2.50 __?...ZERO AIR VOIDS CURVES 10 20 30 40 LABORATORY COMPAC.TION TEST SOIL TYPE SOIL CLASSIFICATION 8QIt1G NO. TRENCH NO. DEPTH 1 Tan to'Red-Brown m'édium sand 1 3 5 1 40 130 '20 SWELL TEST DATA IUITIAL DflY DEUSIT'r (pci) INITIAL WATER CONTENT 1%) t.OAO (pet) PERCENT SWELL J •R N0 96-2444 rimiriE tio VI FOUNDATION REQUIREMENTS NEAR SLOPES PROPOSED STRUCTURE ONCRETE FLOOR SLAB L.101. - • I S REINFORCEMENT OF TOP OF COMPACTED FILL SLOPE (LOOSE OVERBURDEN SOIL IS IGNORED) COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT FOUNDATIONS AND FLOOR - - - - - SLABS FOLLOWING THE • TOTAL DEPTH OF FOOTING MEASURED RECOMMENDATIONS OF THE - - - - FROM FINISH SOIL SUB—GRADE ARCHITECT OR STRUCTURAL - - - ENGINEER —MPACTED FILL CONCRETE FOUNDATION OUTER MOST FACE FOOTING 18 MINIMUM OR AS DEEP AS REQUIRED FOR LATERAL TYPICAL SECTION STABILITY (SHOWING PROPOSED FOUNDATION LOCATED WITHIN FEET OF TOP OF SLOPE) 18" FOOTING / 10' SETBACK TOTAL DEPTH OF FOOTING 1.5:1.0 SLOPE S 2.0:1.0 SLOPE o 98 78 2' 82 Be. 4' 86 541 6' 511 42 8' 341 30 10' 18 18 e when applicable FIGURE NUMBER VII JOB NUMBER 96-2444 Ocean Street Condominiums Job No. 96-2444 Carlsbad, CA Page 7 Adequate measures shall be taken to properly finish-grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations floor slabs and footings, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will ensure drainage will ensure that no waters will seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly-constructed cut or fill slopes. Particular care should be taken to prevent saturation of any temporary construction slopes. Planter areas and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. Structure retaining walls shall be properly water proofed and provided with a sub- drain system. The water proofing system and drainage design should provided for our review prior to implementation. E. General Recommendations Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. All contemporary pavement section design methods assume compaction of the upper one-half of foundation soil (natural ground or compacted fill) and all base materials to at least 95 percent of Maximum Dry Density. We, therefore, recommend that the upper one-half foot of foundation soils and all base materials beneath street, driveway, and parking area pavements be compacted to a minimum of 95 percent of Maximum Dry Density. This recommendation also applies to the upper soils in backfilled trenches or behind retaining walls which support pavement sections. VII. GRADING NOTES Any required grading operations shall be performed in accordance with the general requirements of the City of Carlsbad, under the observation of a qualified Soils Engineer or supervised Field Soils Technician. It is the responsibility of the Owner and/or Developer S to ensure that the recommendations summarized in this report are carried out in the field operations. This firm does not practice or consult in the field of safety engineering. We do not direct 1305 N. Magnolia Ave. Suite I, El Cajon, CA 92020 - (619) 593-0083 Ocean Street Condominiums Job No. 96-2444 Carlsbad, CA Page 8 the Contractors operations, and we cannot be responsible for the safety of personnel other than our own on site; the safety of others is the, responsibility of the Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. I. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in Carlsbad, California. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. This report should be considered valid for a period of three (3) years, and is subject to review by our firm following that time. If significant modifications are made to the building and/or grading plans, especially with respect to the height and location of any cut and fill slopes, and the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. The firm of C.W. LaMonte Co. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to the issuance of this report. One again, should any questions arise concerning this report, please do not hesitate to contact us. Reference to our Job No. 96-2444 will help expedite a reply to your inquiries. Respectfully submitted, C.W. LaMonte Company CIiffgW. LMonte, R.C.E. 25241, G.E. 0495 CWL/dab • eft) 17 I; •• ,. c..•.•• 1306 N. Magnolia Ave, Suite I, El Cajon, CA 92020 - (619) 593-0083 UNIFIED SOIL CLASSIFICATION SYSTEM LABORATORY CLASSIFICATION CRITERIA Coarse Grained Soils GROUP Less than 50% passing No. 200 sieve SYMBOLS Less than C between 1 and 3; C greater than 4 GW 5% passing Not meeting both C and C values above GP No. 200 GRAVELS Less than 1/2 of coarse Atterberg urn. fraction below"A" line GM passes No. 4 More than Above "A" line with P1 or P1 <4 sieve size 12% passing between 4 and 7 requires No. 200 use of dual symbols sieve size* (GC-GM) Atterberg urn. above "A"line GC or PI >7 Less than C greater than 6; C between 1 and 3 SW 5% passing SANDS No. 200 Not meeting both C and C values above SR More than sieve size* 1/2 of coarse Atterberg lirn. fraction passes No. 4 More than Above "A" line with P1 below "A"line SM 12% passing between 4 and 7 requires use and P1 <4 sieve size No. 200 of dual symbols sieve size* (SC-SM) Atterberg lirn. above "A'line SC and P1 >7 * Borderline cases between 5% and 12% require use of dual symbols such as SW-SC Fine Grained Soils More than 50% passing No. 200 sieve GROUP SYMBOLS SILTS AND CLAYS See adjoining plasticity chart ("A" line) ML CL MH CH Below "A" line and LL (oven dry soil) / LL (air dry soil) < 0.75 OL OH Visual identification Pt LEGAL DESCRIPTION - 2609 OCEAN STREET: LOTS 3 AND 4 TN BLOCK "A" OF HAYES LAND COMPANY ADDITION TO CARLSBAD, MAP NO. 2, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1221, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 4, 1909. EXCEPT THAT PORTION, IF ANY, OF SAID LOTS LYING BELOW THE LINE OF ORDINARY HIGHTIDE OF THE WATERS OF THE PACIFIC OCEAN. CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD Plan Check No. CB971799 COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619)438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: X Carlsbad Unified 801 Pine Avenue Carlsbad CA 92009 (434-0661) Encinitas Union 101 South Rancho Santa Fe Rd. Encinitas CA 92024 (944-4300) San Marcos Unified 1290 West San Marcos Blvd. San Marcos CA 92024 (744-4776) San DieguitoUnion High School 710 Encinitas Boulevard Encinitas CA 92024 (753-6491) Project Applicant: PATRICK W McGU IRE APN: 203 - 140 0300 Project Address: 2609 Ocean St uemolisflung existing IbU Sr single ImlIy dwelling, built in early 1900'3 RESIDENTIAL: SQ. FT. of living area 5673 nnber of dwelling units 2 condos 13'1(,o 1I7 SQ. FT. of covered area SQ. FT. of garage area I FEE CERTIFICATION (To be completed by the School District) ______ Applicant has complied with fee requirement under Government Code 53080 Project is subject to an existing fee agreement Project is exempt from Government Code 53080 Final Map approval and construction started before September 1, 1986. (other school fees paid) Other Residential Fee Levied: $ci b3?,9 based on 1 L31 sq. ft. @ /I &L..J Indust Fee Levied: $ 14 pa~ . ~A - School District Official based on sq. ft. @ J. H. Blair Assistant Supt Title Date AUG-14-97 THU 11:03 PACIFIC VIEW LLC FAX NO, 7295260 P.02 El 'fç%CARLSBAD UNIFIED SCHOOL DISTRICT lJ CARLSBAD HIGH SCHOOL RECEIPT NO. D VALLEY JUNIOR HIGH SCHOOL 02097 RECEIVED FROM ED- DATE ISI11fc7 7 OQ&oqFOR ____ USE OF SCHOOL FACILITIES/RENTALS S _____________ REIMBURSEMENTS USE OF SCHOOL BUS __________ C'ii •_Q39.9a DAMAGE TO SCHOOL PROPERTY S. DAMAGED OR LOST BOOKS $ ____________ INSURANCE $ -- SALE OF SURPLUS s TELEPHONE.COMMISSIONS $ TOTAL $_______ INCOME 0 BATEMENTi NO. ACCOUNT S ¶1 - RECEIVED CASH fl HEC ACCOUNT NO. ACCOUNT NO. _____- RECEIVED BY HAZ MAT FOflM IND WASTE APP SCHOOL FEE FORM PLAN cORR ENGRO CORR BUS UC W COMP FIRE PLANS ASSESSOR PLANS C OFO Pb24%* t:::j 7 L i z I 6-6-( CQJ 5 7 V1A:-7 2CØ a 4 Si / I .( LI7/uIIdinglXV ig1q Planning Engineering IAJJ Five Coastal Health 7(7('f't /4 cai4 ( 1 ('1 gN r Assoc y ) k1jCr& f ti L H 0, us I n 4 cPC P4 Lf DATES --7rq7 V qiq 7 .7 7C)4 -7 ZZ4 c(t*i- e72C gli ( c iA 17 C r. m, ~Qci ( APPROVALS- (z 6af fr Sat tc