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1027 KNOWLES AVE; ; CB090756; Permit
Applicant: JOHNSTON RICHARD B JR 15106 EASTVALE RD POWAY CA 92064 'S\ $0.00 \ $403.00 $0.00 $0.00 $2,138.57 $1,974.07 $0.00 $0.00 I $747.30 / $842.70 $0.00 $168.00 $60.00 $61.50 $2,925.00 $0.00 $0.00 $1,422.90 $1,096.00 ($331.00) $12,838.09 $0.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-20-2009 Residential Permit Permit No: CB090756 Building Inspection Request Line (760) 602-2725 Job Address: 1027 KNOWLES AV CBAD Permit Type: RESDNTL Sub Type: SFD Parcel No: 1552713500 Lot #: 0 Valuation: $140,175.00 Construction Type: VN Occupancy Group: Reference #: # Dwelling Units: 1 Structure Type: MF2-4 Bedrooms: 2 Bathrooms: 3 Project Title: JOHNSTON RES-DEMO EXIST 320 SF GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN DWELLING & NEW 663 SF GAR, ORIG HOME TO BECOME 2DU AFTER CONVERTING 90 SF - OF HOME FOR STORAGE LEAVING 626'SFbU' Status: ISSUED Applied: 05/07/2009 Entered By: RMA Plan Approved: 11/20/2009 Issued: 11/20/2009 Inspect Area: PD Orig PC#: Plan Check # Ce STON RICHARD B J r: /\ f 15106 EASTVALE RD ,' / POWAY CA 92064 31 Building Permit I / / $795.17 Meter Size AddI Building Permit Fe $0.00 Add'l Red. Water Con Fee Plan Check / - , / $516.86• Meter Fee AddI Plan Check Fee '-.J "\\$O0SDCWA Fee J\ '\ Plan Check Discount e, l ('Cj"\ $0.00 CFD Payoff Fe Strong Motion Fee $4.02 RFF'(3105540) " CD Park in Lieu Fee Io:oo. P'(40540) Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee \ Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size AddI Pot. Water Con. Fee Red. Water Con. Fee Green Bldg Stands (5B1473) Fee 4$O.00 Licehsejrax(31o4193) $O00 License'Tax (4304193) J J N.. $000 I TafficImpactFe1(3105541) / $0 0 O.0 0,\ Ta ffi c)mpct Fe'(4305541) / \ ..$0'00 \Sidewalk Fey' >2' J PLUMBING.TOTAL / ' U s0.00 ELECTRICAL TOTAL / $0.00 FMECHANICAL TOTAL / $0.00 Hoti'n Ir'pct Fee,' $0.00 Housing lnLieu Fee $0.00 1-16using Credit Fe.- . fD1 '—'Master Drainage Fe / /$0.00 Sewer. Fee ($0.00 CAdditional Fees, TOTAL PERMIT FEES Total Fees: $12,838.09 Total Payments To Date: . $12,838.09 Balance Due: FINAL APP Inspector:(.' Date: 3 /8OY(?L Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and tile the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any tip of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application Plan Check No. Est. Value Plan Ck. Deposit Date '1.- IA JOB ADDRESS /07 o'/es 4uE SUITE#/SPACE#/UNIT# APN 1 -27/ - S -e'O CT/PROJECT B LOT B PHASE 0 0 OF UNITS BEDROOMS 0 BATHROOMS TENANT BUSINESS NAME I CONSTR. PIPE I OCC.GROUP I# 2 DESCRIPTION OF WORK: include Square Feet of Affected Area(s) S4iy3'e .00 (tf7 30 OF E) '?I6 m AES c!o'T Ct4ty 4o 4 Ail 40(tL(L&iM EXISTING USE A?- / PROPOSED USE I GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE (AIR CO ITIONING IFIRESPRINKLE9 I / q 1 / YES 0 #__ NO r!{ YES 0 NO 0 YES 0 NO 0 CONTACT NAME (if Different Fom Applicant) APPLICANT NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL PROPERTY OWNER NAME .. 2j /,s.,4 4,,r/ CONTRACTOR BUS. NAME N$70.vtj - Ee.'/4bc. ADDRESS ADDRESS /027 CITY STATE ZIP CITY STATE ZIP C,9. _________________ PHONE FAX PHONE (FAX 7o72o-O7y I EMAIL J 5ç 573 - EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC. 0 STATE LIC.# CLASS CITY BUS. LIC.# / sec. 1031.5 Business and Professions Code: Any City or County, which requires a permit to construct, alter improve. demolish or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he is cented .pursuant 10 the provisions of the Contractor's license Law {Chapter 9. commending with Section i'000 of Division 3 of the Business and Pro(essiont (ode) or that he is exempt there trom. and the basis for the alleged exemption. Any violation of Section 103 (3 by any applicant for a permit subjects the applicant to a civil penalty 01 not more than Ave hundred dollars {$500}). Workers' Compensation Declaration: thereby affirm under penally of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 370001 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 370001 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. . Policy No. . Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. I'Certificate of Exemption: t certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DATE EO1?OØI1 ' ' thereby affirm that lam exempt from Contractor's License Law for the following reason: 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 sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of properly 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 sate. 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 to. the purpose of sale). 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 001 apply loan owner 01 properly who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______________Business and Professions Code for this reason: I Ily plan to provide the major labor and materials for construction of the proposed properly improvement. 0 Yes 0 No (have I ave 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! phone / contractors' license number): 76 4 I plan to provide porti the work, butt have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 7ov4"ecf-.fe/'." twill but the toll ingpersrns to provide the work indicated (include name /address/phone/type 01 work): 7,14-' de.1",, — .PROPERTY OWNER SIGNATURE DATE v (300G)GOW .j35 3 930 100 000000000090all QQØ( 900-0099 001V 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 IJ 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 feel of the outer boundary of a school site? Cl Yes Cl 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. QJcOGJ Of1 gO&1G1 I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address O&M1T3 OD1O I certifi that I have read the application and state that the above information is connect and that the information on the plans is accurate. I agree to comptywith all City ordinances and State laws relating to building construction. I hereby authodze representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3stories 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 Athe building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building orwo ItroOzed by such permit is suspended or abandoned at any time after the work is commenced for a period 01180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE 77 — ra City of Carlsbad FCE:I2I Final Building Inspection FEB 242011 Dept: Buildi Engineering Planning CMWD St Lite Fire CITY OECAkISlith Plan Check #: i Permit #: •CB 756 - \ Permitlype: RESDNTL Project Name: JOHNSTON RES-DEMO EXIST 320 SF ( Sub Type: SFD2U GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN DW -. Address; 1029 KNOWLES AV Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist: CA Inspected Date By: Inspected: -21LS1 L._ Approved: '- Disapproved: Inspected Date By: - lnspected: Approved: - Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: City of Carlsbad Final Building Inspection .Dept: Building Engineering Planning CMWD St Lite Plan Check #: a e: 02/23/2011 Permit #: CB090756 Permitlype: RESDNTL Project Name: JOHNSTON RES-DEMO EXIST 320 SF Sub Type: SFD2U GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN DW Address: 1029 KNOWLES AV - Lot: 0 Contact Person: 3_ Phone: Sewer Dist: CA Water Dist: CA Inspected,_J~T te pected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected ' Date By: Inspected: Approved: Disapproved: Comments: / enyofearisbad Final Building Inspection Dept: Building Engineerin PT 'an tiiiig CMWD St Lite Fire Plan Check #: Date: 02/23/2011 Permit #: CB090756 ' Permit Type: RESDNTL Project Name: JOHNSTON RES-DEMO EXIST 320 SF I Sub Type: SFD2U GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN DW'... Address: 1029 KNOWLES AV Lot: 0 Contact Person: Phone: Sewer Dist: CA Water Dist CA Inspected Date - By: ?1l4k- Inspected: Approved: X Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: I Inspected: Approved: Disapprovd: Comments: S I - S Inspection List Permit#: CB090756 Type: RESDNTL SFD2U JOHNSTON RES-DEMO EXIST 320 SF GARAGE-BUILD NEW 1152 SF HOUSE-T Date Inspection Item - Inspector Act Comments 02/23/2011 89 Final Combo PD AP NEED OTHER DEPTS 02/15/2011 89 Final Combo PD CO 01/26/2011 29 Final Plumbing PD WC Ok to release gas meter @ 1029 KNOWLES 09/02/2010 23 Gas/Test/Repairs PD AP 07/22/2010 17 Interior Lath/Drywall RB AP 07/22/2010 23 Gas/Test/Repairs RB NR 07/08/2010 16 Insulation PD AP 06/30/2010 84 Rough Combo PD AP 06/23/2010 84 Rough Combo PD CO - - 03/31/201013 Shear Panels/HD's PD AP 03/31/2010 15 Roof/Reroof PD AP 03/02/2010 23 Gas/Test/Repairs PD PA 03/02/2010 31 Underground/CondUit-Wirin PD' PA 02/04/2010 11 Ftg/Foundation/Piers PD AP 02/02/2010 21 Underground/Under Floor PD AP 02/02/2010 24 RoughlTopout PD WC 01/07/2010 92 Compliance Investigation PD. P1 MET W/CONTRACTOR - CALLED JOE • MCMAH I] Wednesday, March 09, 2011 ' Page 1 of 1 DODDS LAND SURVEYING INC. 4526 Mount Henry Ave. San Diego, California 92117 619-606-7637 619-632-4482 (fax) cndpls@earthlink.net 2/3/2010 CITY OF CARLSBAD BUILDING DEPARTMENT 1635 FARADAY AVE. CARLSBAD, CA. 92008-7314 :PETEDREIBELBIs SENIOR BUILDING INSPECTOR RE: BUILDING FORM CERTIFICATION FOR 1027 KNOWLES AVE., CARLSBAD, CA. 92008 APN 155-271-35 FOR RICHARD JOHNSTON - THIS LETTER IS TO CERTIFY BASED ON FIELD MEASUREMENTS ON 2-3-10. THE BUILDING FINISH FLOOR FORMS WERE BUILT PER THE BUILDING SETBACKS AS INDICATED BELOW. MAIN BUThDLNG - - - EAST LOT LINE BUILDING SETBACK— 8.00' - ACTUAL BUILDING FORM SETBACK= 8.01'. SOUTH LOT LINE BUILDING SETBACK = i4.00' - ACTUAL BUILDING FORM SETBACK= 13.94'. MINIMUM SETBACK = 68.50 X 20% = 13.70'. GARAGE - EAST LOT LINE BUILDING SETBACK = 7.00' - ACTUAL BUILDING FORM SETBACK= 7.38'. SINCERELY, CHRISTOPHER DODDS, PLS 5770 LAND SURVEYOR OF WORK 11 ENGINEERING rI DFSIGN GROUP G!O1EOI?AJ.CMLS1BC11JRAL&M1TTEC1URLTM4TS M MR RESOMM & COMM= MTRUM4 2121 Montiel Road L San Marcos CA •92069 Office (760) 839-7302 DAILY FIELD REPORT FAX (760) 480-7477 E-mail: ENGDG@aol.com PROJECT JoflASSø,J DATE ilsho ADDRESS °' ve _ç g4 1 ç4__cr LP1 EQUIPMENT PROJECT NO NAME / COMPANY -CONTACTS ioHr.creiJ DESCRIPTION OF FIELD OPERATIONS G_f4 Is v' 119&W 46'f 4*4.e4E. tbi.- WcS1 _-. 4UrTA$LG M I'M1 C. pest— £ot.s -€fo#4 LA. PIStAt44e -ea Lc P1 01. -I - • FIELD DENSITY TESTS TAKEN p FAILURES RETESTS Arrive: A 1•4 A A - A TOTAL DAILY HRS Depart D_°" D. - D Job Address: 1027 KNOWLES AV Suite: Lot: 0 Location: OWNER JOHNSTON RICHARD B JRV Owner: JOHNSTON RICHARDB JR Remarks: finaI1IO2]ies - Phrn Q`1177 - Inspector / City ofCárlsbad Bldg Inspection Request For: 02/23/2011 Permit# CB090756 Inspector Assignment: PD Title: JOHNSTON RES-DEMO EXIST 320 SF Description: GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN V DWELLING & NEW 663 SF GAR, ORIG HOME TO BECOME %IS I A IWI IIrWIUf' 9%1% C-rf I IJf%A I#%rI Type: RESDNTL Sub Type: SFD2U Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: RICK Entered By: CHRISTINE Act V Comments p1 V V Comments/Notices/Holds V otice AUTOMATIC FIRE SPRINKLERS REQUIRED omment PAY SW FEE V V Associated PCRs/CVs/SWPPPs Original PC# V PCR1 0098 ISSUED JOHNSTON RES- REVISE PLANS TO: LEAVE BEDROOM 42 AS HABITABLE SPACETV SW090067 ISSUED JOHNSON RESIDENCE; PARCEL B Inspection History Date Description Act Irin Comments 02/15/2011 89 Final Combo V 01/26/2011 29 Final Plumbing 09/02/2010 23 Gas/Test/Repairs 07/22/2010 17 Interior Lath/Drywall 07/22/2010 23 Gas/Test/Repairs 07/08/2010 16 Insulation V 06/30/2010 84 Rough Combo 06/23/2010 84 Rough Combo 03/31/2010 13 Shear Panels/HD's 03/31/2010 15 Roof/Reroof 03/02/2010 23 Gas/Test/Repairs CO PD WC PD ok to release gas meter @ 1029 KNOWLES AP PD AP RB NR RB APPD AP PD V CO PD AP PD V AP PD V PA PD EsGul Corporation In Partnership with government for cBui&fing Safety DATE: November 09,2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 09-756 . PROJECT ADDRESS: 1027 Knowles Avenue SET:!!! O APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE PROJECT NAME: Johnston 2nd Unit aid Detached Garage The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. . . El 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. Lii The plans transmitted herewith have, significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The:check listtransmitted herewith is for your information. The plans are being held at .Esgil. Corporation until corrected plans are submitted for recheck. .. '. .5 The .apicant's copy of the check list is enclosed for the jurisdiction to forward to..the applicant. contact person. . . .. The applicant's copyof the check list.has been sent.to: 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: Phone #: . .. . . Date contacted: (by: ) Fax #: Mail Telephone Fax In Person . REMARKS: Detached Garage has been enlarged from 441 sq ft to 66q ft. Mike- Peterson will verify storage at 'existing dwelling. Applicant Hand Carried Plans to tile City. \ o,c — By: Ray Fuller . . Enclosures: LOG Esgil Corporation LI GA LI MB LI EJ LI PC (P) 11/09/09 rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 - EsGil Corporation In Partnership with covernmentforui&ing safety DATE September 16,2009 JURISDICTION: Carlsbad U APPLICANT U JURIS. U PLAN REVIEWER U FILE PLAN CHECK NO.: 09-756 . SET:!! PROJECT ADDRESS: 1027 Knowles Avenue PROJECT NAME: Johnston 2nd Unit and Detached Garage El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ____________________comply 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. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 4 The applicant's copy of the check list has been sent to: Richard Johnston 1027 Knowles Avenue Carlsbad, CA 92008 LII 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: Richard Johnston Phone #: 760 720 0874, 858-513-7567, please call Date contacted: (by: ) Fax #: Mail Telephone Fax In Person" j REMARKS: Detached Garage has been enlarged from 441 sq ft to'663 sq ft. By: Ray Fuller for BZ Enclosures: Esgil Corporation L] GA [1 MB [1 EJ El PC 09/09/09 rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diegd, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad-09-756 September 16,2009 RECHECK CORRECTION LIST PLAN CHECK NO.: 09-756 PROJECT ADDRESS: 1027 Knowles Avenue SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 09/09/09 September 16,2009 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, PIUThbing caeMh ii dëEIëthaEtode andtätláws 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 cbnformane with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. 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? UNo, Carlsbad 09-756 September 16,2009 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. 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, 1635 Faraday Avenue, Carlsbad, CA 92008, and (760) 602-2700. 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 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. Window area must be at ieasf 8% of the floor area per CBC Seotion 1205.2. Pc Openable window area in habitable rooms must be 4% of the floor area. CBC Seotion 4203.1. It is unclear how windows 20 and 28 open. It appears that these are SH's -'iD) I from elevation and if this is correct then these do not comply with egrets as only provide 19" clear vert cal spacejminimum 24" required) If all the windklNs are XO's then window schedule on Al to note this otherwise under type of ,indows note how they open and verify bedroom window(s)0 meet egress as w Ilas required light and ventilation. Iry 152 tl,5a~ Pr videa letter from the soils engineer confirming that the foundation p an, gra ing plan 7ad specifications have been reviewed and that it has been determined that the L / recommendations in the soils report are properly incorporated into the construction \trq7 documents (If required by the soil report). Please provide soil review letter as required by page 10. The foundation plan does not comply with the soils report recommendations for this project! Please review the report and modify design, notes and details as required to-show compliance: Please revise the slab and foundation notes !details to reflect requirements of the soils report. For example referencing detail 151S2 which does not conform with soils report i.e. width, depth 74#4'sJ2 T,&L/ minimum 15 mil visqueen,ia ed down into footings 12", minimum 4000 psi concrete with of where moisture sensi ive oors occur (no special J p?tio require ,minimum 2" thickness or slab at gara9e, $ at 18" oc ifliii~ etc. The [plans and , have access to soils report, nor have time to sort thru requirements. Plans will not be sent back to the City until this is resolved and letter from soils engineer stating ç plans Recheck elevations to verify that they match floor plan. For example in compliance is provided. \ Carlsbad 09-756 September 16,2009' g10. Anchor bolts shall be provided with square washers in accordance with CBC Section 2305.3.11. Show 3" square x 0.229" plates on the plans. Response was see detail 151S2. Detail 15 is reflecting both 3x 3 x114 and 2x2x3/16. Again remove all conflicting information from these plans. D The plans as shown do not meet conventional framing parameters for lateral. Some examples of areas that were noticed are: / All braced wall lines must detailed and extend to roof sheathing. See gable ends of garage to included Strong walls with conventional 4 ft of shear above. ..- Any required braced wall panel less than 4 ft will require hold downs to be shown on both foundation plans and framing plan and must be capable of minimum of 1800 #s uplift. v" The foundation plan is required to reflect the location of the hold downs. ,./ In Seismic Design Category D braced wall panels (conventional construction) shall minimum of 8' of plywood braced walls per every 25 ft of wall. The soils report has identified the SDS as .866 which would required 18 ft of wood braced wall panels in the 48 ft direction of proposed SFD. oz A -t- A r,3 ow - Show on the plans the location, type and size (BTU's) of all heating and coo ng appliances or systems.The FAU cannot generally be placed • room (unless - noted to be direct vented) as room not large enough fo combustion ir nd the exhausting of air for dryer vent can create a adverse ellanton water ter flue (back drafting). It appears per truss calculations that is was designed to be in the attic he plans to reflect location of attic access and~ gask=ted edroom/bathroom with FAU in ceiling unless Listed =elfogad latching door assembly is provided. Show,on the plan the amperage of the electrical service, the location of the service panel and the location of any sub panels. The plans are reflecting the electrical service to be a shear wall location. Note on plans if this is flush or surface mounted. If flush mounted then the large opening will directly affect the braced wall panel and would need to addressed. X~ Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. CEC Article 210.52(D). See the lavatory at the right. Show on the plans a wall receptacle adjacent to each lavatory sink in the bathroom which is GFCI protected. NEC Art. 210-52(d). Bedroom I requires 2 GFCI's or move to center of sinks as shown at master bedroom. The following corrections have arisen due to enlarging garage from 441 sq ft to 663 sq ft. and a memo from the City of Carlsbad. a Specify use of both rooms i.e. laundry and storage. ) Provide a floor plan reflecting the existing 716 sq ft and proposed floor plan for proposed 626 sq ft and 90 sq ft storage. Provide construction details, use ) L2 of existing and proposed rooms and verify proposed floor plan does not (.1 adversely affect required light, ventilation and egress . Plans to reflect required insulation separating storage portion from habitable portion of the building. Carlsbad 69-756 September 16,2009 The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). 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. . the jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partners/lip with Government for cBui1T&ng Safety DATE: May 13, 2009 U APPLICANT JURIS. JURISDICTION: Carlsbad U P REVIEWER U FILE PLAN CHECK NO.: 09756 - SET: I PROJECT ADDRESS: 1027 Knowles Avenue PROJECT NAME: Johnston 2nd.Unit and Detached Garage 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 deficienciesidentified below are resolved and checked by building department staff. The plans transmitted'heewith 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: Richard Johnston 1027 Knowles Avenue Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Johnston (Lt") Telephone #: 760 720 0874 Date contacted:6)l'1/'°l(by: - ) Fax #: Mail /Telephone " Fax In Person LII REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation. LI GA [1 MB LI EJ LI PC 05/11/2009 -. . rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax858) 560-1576 Carlsbad 09-756 May 13, 2009 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 09-756 JURISDICTION: Carlsbad PROJECT ADDRESS: 1027 Knowles Avenue FLOOR AREA: See,Below STORIES: 1 2nd Dwelling unit 1152 ft2 detached garage 441 ft2 HEIGHT: varies DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 05/11/2009 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bryan Zuppiger COMPLETED: May 13, 2009 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance fromthose departments may be required prior to the issuance of a building permit. Present. California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The foIlowingitems listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval 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 uplist when yousubmit the revised plans. Carlsbad 09-756 May 13, 2009 . 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, 1635 Faraday Avenue, Carlsbad, CA 92008, and (760)602-2700. 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, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please revise the section numbers and notes on the plans to match the 2006 IBC, as adopted by California. Type VN is no longer recognized. 3. on the Cover Sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per CBC Section A106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with.a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by-the building official." 4. Please label all rooms on the plans. What is the purpose of the room between bedroom #1 and the closet? Window area must be at least 8% of the floor area per CBC Section 1205.2. Openable window area in habitable rooms must be 4% of the floor area. CBC Section 1203.1. 5. Glazing in the following locations should be of safety glazing material in accordance with CBC Section 2406.3 (see exceptions): Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where. the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 09-756 May 13, 2009 -. Garage floors shall be sloped to drain to the main vehicle entry door or an approved drainage system. CBC Section 406.1.3. Please ssign the structural details to the foundation and framing plans. 8 A foundation/soils investigation is required for all projects in rfcj ferie CD, orF CBC Section 18022 This project is in design category D Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. Soils report must include a.determination of lateral pressures on retaining walls due to earthquakemotions and this must be included in retaining wall design. The soil report should justify active and passive pressures and allowable soil bearing values used in calculations for retaining wall. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (If required by the soil report). Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. CBC Section 106.1.1. If the soils engineer recommends 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." Show foundation bolt size and spacing. Foundation bolt size and spacing for braced walls must be clearly shown on the foundation plan. Anchor bolts shall be provided with square washers in accordance with CBC Section 2305.3.11. Show 3" square x 0.229" plates on the plans. Concrete slabs shall have a 6-mil vapor retarder placed between the base course and the slab. CBC Section 1910.1. 12: The, plans as shown do not meet conventional framing parameters for lateral. Some examples of areas that were noticed are: All braced wall lines must detailed and extend to roof sheathing. See interior walls. Any required braced wall panel less than 4 ft will require hold downs to be shown on both fourdation plans and framing plan and must be capable of minimum of 18004's uplift. See rear wall. In Seismic Design Category D braced wall panels (conventional construction) shall comply with CBC Table 2308.12.4. The SDS for this location is 0.75 which requires a minimum of 8' of plywood braced walls per every 25 ft of wall. See rear wall. Carlsbad 09-756 May 13, 2009 .13. Specify nail size and spacing for all braced panels and roof diaphragms on the plans. Indicate required blocking on the plans. Maintain maximum diaphragm dimension ratios. Specify plywood and/or particle board thickness, grade and panel span rating. UBC Table 23-11-E-1. 14. Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. 15. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 16. Per CEC Article 210.11 (C)3, note on the plans that bathroom circuiting shall be either: A 20 ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 17. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. CEC Article 210.52(D). See the lavatory at the right. 18. Al! bedroom branch circuits now require .arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." CEC Article 210.12(B). 19. Provide GFCI protection to all 125-volt, single-phase, 15- and 20- ampere receptacles installed inbathrooms, garages, laundries, outdoors, kitchen counters, and at wet bar sinks. CEC Article 210.8. 20. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(0): Peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated byrange tops, refrigerators, or sinks shall be considered as separate counter top spaôes.) 21. Provide plans, calculations or worksheets to show compliance with current energy standards. 22. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy -fixtures switched separately. Note: Approximately 3/4 of the fixtures willbe required to be of the high efficacy variety. In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor. C) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. Carlsbad 09-756 May 13, 2009 The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). 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. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. Carlsbad 09-756 May13,2009 (DONOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 09-756 PREPARED BY: Bryan Zuppiger DATE: May 13, 2009 BUILDING ADDRESS: 1027 Knowles Avenue BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 2nd Unit 1152 .101.99 117,492 detached garage .441 26.61 11,735 Air Conditioning Fire Sprinklers TOTAL VALUE . . . 129,227 Jurisdiction Code cb I By Ordinance I $697.051 Bldg. Permit Fee by Ordinance PlanCheck Fee byOrdinance' jj . I $453.081 Type of Review: .E Complete Review E Structural Only fl Repetitive Fee Repeats . E Other Ej Hourly , Hr. @ * EsGil Fee I $390.351 Comments: . . . macvalue.doc of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: 57/2:7 1,0 P BUILDING AbDRES: 102.7 PROJECT DESCRIPTION: P ASSESSOR'S PARCEL NUMBER: PLANCHECK NO.: CB 00 - 75(, OWLES 5) (&&o je,WU IS 55-21t- ¶5 EST. VALUE: 129 13gLf-'/ 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. Li A Right-of-Way permit is required prior to construction of the following improvements: - DENIAL Please s attached report of deficiencies marked wfth/Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: FOR OFFICIAL USE ONLY NG AUTHORIZATION TO ISSUE BUILDING n By: Date: ATTACHMENTS Li Dedication Application/Checklist LI Encina Wastewater Screening Survey J LI Encroachment Application/Checklist Li Grading Permit Application 3j' Li Grading Plan Application/Checklist Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760) 602-1052 Email: Ionti@ci.carlsbad.ca.us Li Improvement Application/Checklist CFD INFORMATION LI Neighborhood Improvement Agreement Reference No(s): Li Right-of-Way Permit Submittal C ckli Lot No.: J and Information Sheet "Stor Wa r Compliance Form Rjecordation: Yl4Ib-t. 4 -~Iother _______________ Subdivision/ M - Carlsbad Tract: 1635 Faraday Avenue *'Carlsbad, CA 92008-7314 ° (760) 602-2720. FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN C Oô 1V?tfl"- Proe,a fully dimensioned site plan drawn to sc RD ale. Show: orth Arrow Right-of-WayWohdpcent Streets Existing & Proposed Structures riveway widt C. Existing Street Improvements Existing or proposed sewer lateral--- D. Property Lines I Existing or proposed water service,A,q1j- / Easements J. Existing or proposed irrigation service .Show on si tepian 9 M1, (yrainage Patterns -\W Building pad surface drainagV mustrnai I ILin a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade wil p o i osiwt* drainage of 2% to swale 5' away from building" 2 )Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or prQposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, pe 100 Include on titt6skheet 6C. ite address ssessor's Parcel Number -c'-.t A escpt ion ALc YLA7. 0L L4tc&,L U4Jh °CFi) (T1 For commercial/industrial buildings and tenht 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 2 Rev. 2102/09 BUILDING PLANCHECK CHECKLIST 1T 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE ii1l\ LII III 4a. Project does-not comply with the following Engineering Conditions of approval for ProjectNo._______________________________________________ E 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and / for remodels with a value at or exceeding $_17,000 , pursuant to Carlsbad 'Va 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 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $_82,000 pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check .process. The completed application form and the requirements on the 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: 3 Rev. 2/02/09 3 BUILDING PLANC HECK CHECKLIST 15T7 2ND 3RD IMPROVEMENT REQUIREMENTS continued LI' E E 6b. Construction of the public improvements may be deferred pursuant to Carlsbad fl\ Municipal Code Section 18.40. Please submit a recent property title report or ' current grant deed on the property and processing fee of $441 so we may '1110 prepare the' necessary Neighborhood Improvement Agreement. This agreement ,must be signed, notarized and approved by the City prior to issuance of a Building permit. VI Future public improvements required as follows: D 6c.. Enclosed please-find your Neighborhood Improvement Agreement (NIA). Please return agreement signed and notarized to the Engineering Department. Completed by: ' Date: D Eli Fj 6d. No' Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make' a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 'LI U ' 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: ' Date: LI LI 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) LI LI LI 7d .No Grading Permit required fl LI LI 7e. If grading is not required, write "No Grading' on plot plan. 4 ' Rev, 2/02/09 BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 1ST 7/2 ND 3R0 Eq" LI RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private - work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm' drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: A&a wiz',h ,IA'vir /AJ;AT/7 44/ LI LI INbUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 fo,r assistance LI LI LI • NPDES PERMIT 10.. 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. STORM WATER COMPLIANCE •• 6W 10a. fi qcIIres Project Storm Water Permit: ; P ~~ - ?'E ier I/Tier II (Requires SWPPP) hed forms xempt - Please complete attached Storm Water Exemption form • DEVELOPMENT FEES 11. 1 Required fees afe-attaeh 1*VLI 2-ee4'\ U More information needed • 9 No fees required 5 - Rev. 2/02/09 BUILDING PLANCHECK CHECKLIST ST 2N0 3RD WATER METER REVIEW ' D 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units receive "standard" 1" service with 5/8" meter. All residential units that need to be fire sprinkled receive a 1" meter. See jitMt)l) Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing ky2o < systems criteria. If owner/developer proposes a size other than the "standard", then Xle owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute I (gpm). Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. "t I 1iT1b . If a developer is proposing a meter greater than 2", suggest the installation of ctU. JA. t multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the <124f 4LZ street). jJ1NOTE: Upon declaration of Drought Response Level 3 condition, no new N. potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44-for more information. E 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: F--Q STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. 'S. Rev. 2/02/09 1ST 2ND 3RD BUILDING PLANCHECK CHECKLIST WATER METER REVIEW continued 12b. Irrigation Use (continued) Once you have received a good example of irrigation calculations, keep a set for your reference.-.In general the calculations will include: Hydraulic grade line Elevation atpointof, connection (POC) Pressure atPOC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve . Total Sprinkler heads listed (with gpm use per head) include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to anew recycled water line 12c. Irrigation Use(where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been, identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can 'apply for a refund to the San Diego County Water Authority (SDCWA) .for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for, this. 13. Additional Comments: 7 Rev. 2/02109 2efl/ f~tv 7c ' ), •_,3 I I" ( ENGINEERING DEPARTMENT -I FEE CAL CULA TION WORKSHEET stimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address: !O21 1t LE / Bldg. Permit No. C47 Z3 Prepared by: Date: Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. ( Types of Use: F9) Sq.FE~~~~EDU's: - Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: ________________ Sq. ts') ADT's: Types of Use: Sq. Ft./Units: ADT's: Types of Use: Sq. Ft./Units: ADT's: Tyes of Use - Sq. Ft./Units: ADT's: FEES REQUIRED:.' WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT FEE/UNIT: X NO. UNITS: =$ _,/, / E.-{TRAFFIC IMPACT F 2(-( D 1 / - IN AT JU ( X FEE/ADT: Vo 3. BRIDGE AND T OROUGHFARE FEE (DIST. #1 DIST. #2 DIST. #3 ADTs/UNITS: X FEE/ADT: =$ 0, 4. FACILITIES MANAGEMENT FEE ZONE:__________ UNIT/SOFT.:. X FEE/SQ. FT. /UNIT: =$ SEWER FEE . j • EDU's: J - X FEE/EDU:I 0L7),kl = BENEFIT AREA: EDU's: X FEE/EDU: =$ 6. DRAINAGE FEES PLDA : HIGH /LOW ACRES: z-1- • X FEE/AC: 27D C3 7 POTABLE WATER FEES • . / tf Z-2 9 t) UNITS COD. ffCTION FEE.. METER FEE SDCWA F IRRIGATION T F:\FARMERKATHY\MASTER5FEE CALCULATION WORKSHEET.d0c2008.doc Rev. 7/14/00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB090756 Address 1027 KNOWLES AV Planner GINA RUIZ Phone(760)602-4675 APN: 155-271-35-00 Type of Project & Use: SFR/SDU/GARAGE Net Project Density: DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ . . (For non-residential development: Type of land used created by this permit: Circle One . . . .c . . Legend: Z Item Complete P tern Incomplete - Needs your action LI LI Environmental Review Required. YES E NO Z TYPE DATE OF COMPLETION: compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Discretionary Action Required: YES LI 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: LI LI ' Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 111 NO CA Coastal Commission Authority? YES Q NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): LI LI . Habitat Management Plan Data Entry Completed? YES LI NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES Z NQ LI Impact fee of: $2,925 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) (S H:ADMIN\TempIate\Building Plancheck Review Checklist.doc Rev 4/08 Plan: LI SEE ADDITIONAL COMMENTS BELOW Policy 44 - Neighborhood Architectural Design Guidelines • LI LI Applicability: YES LI NO • LI LI Project complies: YES LI NOD Zoning: LI .1111 Setbacks: Front: . Required Shown 2 Interior Side: Required 6.9 Shown 6.10' plancheck #2: 7' & 12.6' Street Side: Required N/A Shown N/A Rear: Required 13.8' Shown 13.8' plancheck #2:.14' Top of slope: Required N/A Shown N/A LI LI Accessory structure setbacks: Front: Required Shown _____ Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown _____ Structure separation: Required 10' Shown 12'& 16' / z LI 3. Lot Coverage: Required LESS THAN 40% Shown LI 4. Height: Required 14' MAX WI 3:12 pitch, 10' MAX with less than 3:12 pitch Shown garage 13' with 3:12 house 14' with 4:12 LI 5. Parking: Garage Required 20'X20' free and clear measured from interior walls Shown 9.5'& 9.5' SEPARATED BY A WALL plancheck #2 20'x20' (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI Additional Comments #1. Revise APN # with correct information #2. Revise calculations in project data #3. Add to scope of work the changes that are being made to the second dwelling unit #4. Change all references to the 626 sf. structure to say "second dwelling unit" #5. Make all corrections on plan in ink or computer generated #6. Add total lot coverage and remove floor area ratio #7. Garage is required to be 20'x20', free and clear, measured from the interior walls, please revise all references to the garage in the plans #8. Show the roof pitch for both the garage and the proposed house #9. Please sign and return the attached "affidavit of compliance" for the second dwelling unit OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER*AITE~9/~9 H:\AOMN\TempIate\BuiIding Plancheck Review Checklist.doc Rev 4/08 Carlsbad Fire Department BLDG. DEPT CO Plan Review Requirements Category: RESDNTL, SFD Date of Report: 09-17-2009 Reviewed by: ____________________ Name: Address: Permit #: CB090756 JOHNSTON RICHARD B JR 15106 EASTVALE RD P0 WAY CA 92064 Job Name: JOHNSTON RES-DEMO EXIST 320 SF Job Address: 1027 KNOWLES AV CBAD INCLETE The ite ye submitted for rev incomplete. At th1tim , this office annot adequ'et?oiict a review determin mpliance wi the app ble codes andXor stan S. P1 se review care 11i1lll coni'en attache . Please resubm he neces ry plans an specifica\jons, with ng s "clouded", to this office for revieaid appro al. Conditions: Cond: C0N0003495 [MET] Provide an automatic fire sprinkler system designed to NFPA 13-D. Said system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code Title 17. APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Note: Residential sprinkler systems designed in accordance with NFPA standards 13R may not be used as the basis for increases to the basic allowable floor area or exemption from any other California Building Code requirement as NFPA 13R does not require sprinklers in all areas of the building. Entry: 09/17/2009 By: df Action: AP Carlsbad Fire Department JLENG DEPT. COPY Plan Review Requirements Category: RESDNTL, SFD Date of Report: 06-03-2009 Reviewed by: ____ Name: JOHNSTON RICHARD B JR Address: 15106 EASTVALE RD P0 WAY CA 92064 Permit #:C8090756 Job Name: JOHNSTON RES-DEMO EXIST 320 SF Job Address: 1027 KNOWLES AV CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: C0N0003495 [NOT MET] Provide an automatic fire sprinkler system designed to NFPA 13-D. Said system shall be installed in occupancies and locations as set forth in the California Building Code and the Carlsbad Municipal Code Title 17. Note: Residential sprinkler systems designed in accordance with NFPA standards 13R may not be used as the basis for increases to the basic allowable floor area or exemption from any other California Building Code requirement as NFPA 13R does not require sprinklers in all areas of the building. Entry: 06/03/2009 By: GR Action: CO .B.A Boulder West Components 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 SELECT BUILD S.C.F. Richard Johnson 1027 Knowles Ave. 08-26-2009 cg2I, 7-5 k, Richard Johnson 1027 Knowles AVE (128) 2K48o4ld Blocks (22)2z4 Vent Blccks SELWTSLALDS BJ aw .• _________ Giolf Gmtu ftftM 0 Indio, CA DMPIVDY: T.10 DAlE. oIl2J2Oc9 SnSOL, LE3flTh - Mfl PD WER TO PERFORM. MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1027 Knowles Fax 916/676-1909 00 my diiët superviiii based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R30913056 thru R30913056 My license renewal date for the state of California is March 31, 2011. s-c- /I I C . .- October 26,2009 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Nil Milek iPWWER TIC FDiRM' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1 027 Knowles Fax 916/676-1909 00 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Boulders West Components LLC. Pages or sheets covered by this seal: R30661057 thru R30661063 My license renewal date for the state of California is March 31, 2011. August 27,2009 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss Truss Type Qty Ply 00 [027_KNOWLES kOlA R30661057 GALE 2 1 Job Reference lootional) aetecs bUIlD, inaio, t..P. - (.060 S Jan 22 2009 MU ell Industries, Inc. Wed Aug 2614:19:492009 Page 1 2.0-0 2.0-a 12.0.0 2.0-0 SmUt • 1:44.9 NO TOP CHORD NOTCHING IS ALLOWED MM WITHIN 24" OF THE HEEL JOINTS. 3n4.0 , 5= 3n4ur 24.0,0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (bc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 7 n/r 120 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.02 7 fIr 90 BCLL 0.0 - Rep Stress Incr NO WE 0.11 Horz(TL) 0.02 14 n/a n/a BCDL - 7.0 Code IBC2006/TPI2002 -- (Matrix) Weight: 119 lb LUMBER - BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. - BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: -OTHERS 2 X 4 HF Stud 4-8-3 oc bracing: 2-20.6-8 5-8-9 oc bracing: 19-20,6-9. - - - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 24-0-0. - SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (lb) - Max I-tars 2-70(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 14, 19, 9 except 2o-864(LC 9), 6=-874(LC 12), 18=-121(LC 13), 10=-120(LC 16) Max Gray All reactions 250 lb or less at joint(s) 15. 16, 17, 19, 20. 13, 12. 11,9,8 except 21131(LC 8), 61131(LC 7), 14320(LC 7), 18502(LC 21), 10501(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2606/2562,3-4=-1215/1215,4-5=-1213/1206.5-6=-2604/2529 BOT CHORD 2-20=-2388/2441, 19-20=-1588/1641, 18-19=-1295/1348, 17-18=-1055/1108, 16-17=-7881841, 15-16=-521/575,14-15=-255/308. 13-14=-2531307, 12-13=-520/574.11-12=-787/840, 10-11=-1053/1107,9-10=-1293/1347,8-9=-1587/1640,6-8=-238712440 WEBS 4-14=-301/16, 3-18=-4741135, 5-10=-473/135 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL=8.4p5f; BCDL=4.2ps1; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right expose end vertical left and right exposed; porch left and right exposed; Lumber DOL1.25 plate grip DOL1.25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1-2002. All plates are 2x4 MT20 unless otherwise indicated. Gable requires Continuous bottom chord bearing. Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a total drag load of 200 pIt. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 200.0 pbf. LOAD CASE(S) Standard WARNIN0 Vnr-itJIJ deangrs ss4e,-0 oritd READ NOTES ON TSIIS AND INCLUDED IGnDrREPERBNCIT PAGE AITT 7473 ,-.. 30. os REPOSE USE. Design votd for use only with MiTch connectors. This design is based only upon parameters shown. and is loran individual building component. Applicobibty of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilIty, of the Milek* erector. Additional permanent bracing at the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication. qoally control. storage, delivery. erection and bracing, consult ANSI/IPlI Qualify Criteria. 008-89 and BCSi Building Component 7777 Greenback Lane. Sale 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alevandna, VA 22314. Citrus Heights, CA, 95610 'Job Truss ITruss Type IQty 'Ply 00 R30661058 1027_KNOWLES A01B COMMON 17 1 - Job Reference (optional) aerect bUlla, mob, t.,A - i.rjou s jan zz euu5 MI il6 Inaustrmes, Inc. WeO Aug Zb 14:1v:1 ZUU9 Page 1 2.0-0 64.14 5-7-2 5-7-2 64-14 2.6-0 Sw. 1:444 4*6 = 3*4 - 3*4 = 3*4 = 3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/Size) 2=1121/0-3-8,6=1121/0-3-8 Max Horz2=72(LC 5) Max Uplifl2=-435(LC 3), 6-435(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2263/782, 3_4=1963/764, 4-5=-1963/764, 5-6=-22631782 BOT CHORD 2-10=-712/2076, 9-10=-430/1426, 8-9=-430/1426, 6_8e657/2076 WEBS 3-10=-421/120, 4•10=299/576, 48e•300/576, 5-8=421/121 NOTES Unbalanced roof live loads have been considered for this design. . Wind: ASCE 7-05; 95mph; TCDL=8.4p5f; BCDL4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL1.25 plate grip DOL1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard gust 27,2009 WARNING Verify dge pwumdnnm and READ NOTES ON TESS AND INCLUDED 54J CSEENP4SO JffJ 7473 rru iO.'OS $EFORR USE. Design void tar use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applrcobmlmty at design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltty, at the Milek erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding tobricolion, quality control, storage. delrvery, erection and bracing, consult ANSI/TPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available lromTrssss Plate Institute. 281 N. lee Sired. Suite 312, Alexandria, VA 22314. citrus Heights, CA, 95610 LOADING (psf) SPACING 2-0-0 - CSI, TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 14.0 Lumber Increase 1.25 BC 0.51 BCLL 0.0 Rep Stress lncr NO WB 0.20 BCDL 7.0 Code lBC2006/TPl2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2X4HFStud DEFL in (lc) 1/defi L/d PLATES GRIP Vert(LL) 0.21 6-8 >999 240 MT20 185/144 Vert(TL) -0.33 6-8 >851 180 Horz(rL) 0.08 6 n/a n/a Weight: 80 lb Job 'Truss Truss Type Qty Ply 0 0 [A01C COMMON 2 --. ] - Job Reference loolionall ,.'.40u 5 Jan 44 ZLAJs eti I eic Irtaustries, Inc. vveo Aug40 141V2 2Utw 'age 1 .2.0.0 6-4.14 - 12.0.0 17.7.2 24.0-0 I 2-0-0 - 6.4.14 572 5.7.2 64.14 2-0.0 - - f Susie .1:44.4 4.6 3,4w 744= 344= 24.04 7.5-8 8.3-4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.25 6-8 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.34 6-8 >830 180 BCLL 0.0 .- Rep Stress lncr - NO WO 0.21 Horz(TL) 0.08 6 n/a n/a BCDL 7.0 Code lBC2006TrPl2002 (Matrix) Weight: 80 lb LUMBER -- - BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 3-11-9 oc bracing. WEBS 2 X 4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 6=1121/0-3-8,2=1121/0-3-8 Max Horz2=72(LC 13) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max UpIift6=1248(LC 12), 21248(LC 9) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav6=1934(LC 7), 21934(LC 8) - SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23n4734/3220, 3-4=-3143/1914, 45=.3143/1914, 5-6=-4734/3220 BOT CHORD 2-10=-3047/4248, 9-1 0=-i 176/2172,8-9=-i 176/2172, 6-8=-2992/4248 WEBS 310=443/143, 4-10=-330/607, 4-8=-331/607, 5-8=-443/143 . .OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL=8.4p5f; BCDL=4.2psf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrenl with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 200 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 200.0 p11. LOAD CASE(S) Standard WRMN(. Vm'fy deu944pwusnndorc and PJW) NO TES ON 7YJISAM1 WCLUDRD MTTEKRSFERBJ4rCEPGE 11f71. 7473 ,-eu. 10.08 BEJ'onR USE. Design cold For use only with M5ek connectors. This design is based only upon parameters shown, and is For on individual building component. Applicability at design parornenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is For lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibtully, of the M ilek erector. Additional perrnoneni bracing at the overall structure is the responsibility of the building designer. For general guidance regarding FabricatIon, quality Control, storage. detvery. erection and bracing. consult ANSF/TPIF Qoordy Criteria, 008-89 and BCSF Building Component 7777 Greenback Lone. Suite 109 Safety lnlornrotion available lrorrsTn.iss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria, VA 22314. - Citrus Neights, CA. 95610 8-3-4 - Truss Truss Type Ply 00 R30913056 1 Job _KNOES A01CD 1C,OMMON ~Qty 1 1 Job Referencptionall - Select Build, India, CA -92203 (.0 5 jan zz ZUUC lviii OK mousy rev, uric. IVIVI ILi Lu I I .Q.LC COOL 6-4-14 9-6-0 I - 12-0-0 I 14-6-0 17-7-2 24-0-0 I 26-0.0 I 2-0-0 6-4-14 3-1-2 2-6-0 2-6-0 3-1-2 6-4-14 2-0-0 - - Snmlv146.O Em 6-4 = 5-0-s 9-6-0 LOADING (pat) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 125 TC 061 Vert(LL) 0.20 2-16 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.66 - Vert(TL) -0.33 13-15 >872 180 BCLL 0.0 Rep Stress lnc NO WB 0.21 * Horz(TL) 0.09 10 n/a n/a BCDL 7.0 Code IBC2006/1P12002 (Matrix) - Weight: 94 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* - BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. 13-15:2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be WEBS 2 X 4 HF Stud , installed during truss erection, in accordance with Stabilizer LInstallation guide. REACTIONS (lb/size) 2=1196/0-3-8, 10=1196/0-3-8 - - Max Horz2=-72(LC 16)- QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift2=-11267([_C 9), 10=-1267(LC 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav21999(LC 8), 101999(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4917/3285, 3-4=-3227/1900, 45=_2418/11242, 56_788/534, 6-7=-788/534, 7-8=-2418/1242, 8-9=-3227/1900, 9-10=-4916/3285, 5-7=-11 640/681 B I CHORD 2-16=-3106/4454, 15-16=-1807/3327, 14-15=-1148/2414, 13-14=-1146/2414, 12-13=-1791/3327,10-12=-3052/4454 T S 3-115=-706/347,4-115=-2 54/474, 8-13=-254/474, 9-13=-706/349 - NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCOL=4.2p5f; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 - Provide adequate drainage to prevent water pending. I This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -----' -- - This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1 .33) Plate grip DOL=(i .33) Connect truss to resist drag loads - along bottom chord from 0-0-0 to 24-0-0 for 200.0 plf.. Graphical purlin representation doss not depict the size or the orientation of the purlin along the top and/or bottom chord I Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 30 lb up at 9-6-0, and 75 lb down and 30 lb up at 14-6-0 on bottom chord The design/selection of such connection device(s) is the responsibility of others / ' LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1 .25, Plate Increase=1.25 Uniform Loads(plf) Vert: 15=68, 56=68, 67=68, 7i168, 2-10=-14 - . \•.. / Concentrated Loads (lb) Vert: 15-7513=-75 -- ober 26,2OO9 = WARN/NG - 'I,tit d,I0,qri J)/Z,Ll r .>i/li?G4.v'i/4QT tiN Th/S AND IN..LcJEIAj; 7liiIK T'Aid2K-/, F'AGNii-747-. ,-r ;r.'r's ssora ;; wmiw Design valid for use only with MiTeS connectors. This design is based only upon parameters shown, and is loran individual building component. Applicabisly, of design paramenters and proper incorporation at component is reonsibiily, of building designer - not truss designer. Bracing shown is for lateral support at indwidual web members only. Additional temporary bracing to insure stabiTrty, during construction is the respansbilhity at the (" erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding fabrication, quality control: storage. delivery, erection and bracing. consult ANSi/TPil Quality Citteda, DSS-89 and SCSI Building Component Solely Information from Truss Plate Institute, 281 lee STreet. Suite avaiiable N. 312, Alexandria. VA 22314. 7777 Greenbacic Lane Suite 109 Citrus Heighls. CA, 95610 IJob 'Truss Truss Type . 01y Ply 100 1027_KHOES hOlD COMMON 6 1 Job Reference (optional) elect uuila, Indio, 1.A - %ULIJ (.Ln)U s jan L4 SUUV MI I eK Inousines, Inc. vveo Aug 40 i 4:-f-d:oq iuuu rage i -200 6-4.14 9-6-0 12-0-0 14.6-0 17-7-2 240-0 I 2-0-0 6-4.14 3-1-2 2.6.0 2-6.0 3.1-2 6.4.14 2.0.0 5mm I46.0 344 = 3-4 It 5512 3-6 = 5412 w II .8.64 1 - 5.0.0 9-6-0 Plate Offsets (XV): 16:0-2-0,Edgel - LOADING (psf) SPACING - 2-0-0 • CSI - DEFL in (l c) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase- 1.25 . TC 0.58 Vert(LL) 0.18 13-15 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.33 13-15 >872 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.09 10 n/a n/a BCDL 7.0 Code lBC2006/TP12002 (Matrix) Weight: 94 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E Except 13-15:2X6 SPF 16SOF1.5E WEBS 2X4HFStud REACTIONS (lb/size) 2=1196/0-3-8,10=119610-3-8 - Max Horz272(LC 5) Max Uplift2464(LC 3), 10-464(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-10oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (ID) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=2491/894,3_4=2055f750, 4-5=-1855/686, 5-6°-293/52, 6.7=.293/52, 7-8=-1855/687, - 8-9=-2055/751, 9-10=-2491/894, 5-7=-1640/681 BOT CHORD 2-16=-815/2288,15-16=-815/2288,14-15=-619/1889,13-14=-617/1889. 12.13=761/2288, 10-12=-761/2288 EBS 3-15=-607/248, 4_15=.212/432, 813=212/432, 913=.607/250 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL8.4p51; BCDL=4.2psf; h025ft; Cat. Ii; Exp C; enclosed; MWFRS (tow-rise); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 30 lb up at 9-6-0, and 75 ID down and 30 lb up at 14-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-5=-68, 56=68, 6-7-68, 7-11°-68, 2.10=.14 - Concentrated Loads (ID) - Vert: 15o7513=.75 5 çoFESS/0 Off ( CQ443 Y DOW Ili August 272009 WARNiNG. yarn8 dAgs pruumemnm o,sd 12Efl NOTES ON Th75 AND INCIAJDED bUTEK REFER1ilWCE PAGE MI!- 7473 rae. 10-08 EEPORR 1)35. Design votd for use only with MOck connectors. This design is based only upon parameters shown. and is loran individual building component. Applicability 01 design poromenlen and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during constructions the responsibility at the Milek erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding -o=ra _-- fabrication. quality control, storage. delivery. erection and bracing, consult ANSI/flit Quality Criteria. 056-89 and BCSI Building Component 7777 Greenback Lane, Seile 109 Safety Information available from Truss Plate Institute. 281 N. tee Street. Susie 312, Alevaridno, VA 22314. Citrus Heights. CA. 95610 344 = 340 4118 If . 344 = 44(0 II 3460 344 = IJob 'Truss ITrLtSS Type ~oty [ly 21 ~00 R30661061 1027_KNOWLES BO1A GABLE Job Reference (optional) select guila, 1171010, uw - 1.10W JaIl £,C £UUC (VIII 0(1 IIIUUbUIeb, (flU. VVOU P09 CD IM.IO.Qr zuu, rayc 2.0-0 (0.4.4 10-544 20-0 Sum :39.6 548 = NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24' OF THE HEEL JOINTS. LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 7 n/r 120 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.02 7 n/r 90 BCLL 0.0 Rep Stress Incr 'NO WB 0.08 Horz(TL) 0.02 14 n/a n/a OCDL 7.0 Code tBC2006iTPI2002 . (Matrix) Weight: 89 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E SOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 HF Stud - BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-8-8. (lb)- Max Horz2=47(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 14, 17, 18, 10,9 except 2-590(LC 9), 6-596(LC 12) Max Gray All reactions 250 lb or less at joint(s) 14, 15, 16, 18, 19, 13,12,9,8 except 2=841(LC 8), 6842(LC 7), 17=447(LC 21), 10=447(LC 20) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 6b) or less except when shown. LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. TOP CHORD 2-3°-2179/2157, 3-4=-874/887,4-5=-8761884, 5-6=-2180/2139 BOT CHORD 2-19=-2062/2096.18-19=-1328/1358 r 17-i8=-1035/1065,16-17=-795/825,15-16=-528/558, i4-15=-262/292,13-14=-262/293, 12-13y-529/559, 1112555/586, 10-11-795/826, .. 9-10=-1035/1066,8-9=-1329/1359,6-8=-2063/2097 WEBS 3-17-421/106, 5-10°-421/107 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL=8.4psi; BCDL4.2psf; h25f1; Cat. II; Exp C; enclosed; MWFRS (tow-rise); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL1.25 plate grip DOL1.25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPl 1-2002. All plates are 2x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 141-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSliTPl 1. This truss has been designed for a total drag toad of 200 ptf. Lumber DOLx(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads I 1 along bottom chord from 0-0-0 to 20-8-8 for 200.0 p11. CO44433 LOAD CASE(S) Standard Tt\ *\ E,-1-11 St 27,2009 WARNING- Vevsfy digopwvarnefern end RE4D NOTES ON ThIS AND INCLUDED MTIITK REP' EL? FAGS Ml!' 7473 roe. 10-08 BEFORE USE. Design valid for use only with Muck connectors. This design is based only upon parameters shown, and is for on individual building component. Appticobitity, of design poramenlers and proper incorporation at component is responsibility, of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Milek erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding tobsication. quality control. storage. delivery, erection and bracing, consult ANSI/IPIl Qssorrty Crtterio. 058-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Solely Intounotion available from Truss Plate Institute. 28t N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Job Truss Type Qty Ply 0 0 ]Truss R30661062 B01B FINK - 16 1 Job Reference (optional) erecr aulta, nato, t,,P - 42Uj (Ubit S Jan Z2 zuug MI I elx InausTries, Inc. wea Aug Zt5 14:1:bd tJUl i-'age 1 2.0.0 5-10-13 4.5,7 4.5.7 5-10-13 2-00 Sr5.o - II39.2 5.6 = 354 = 555w 3.6 7.2.7 - 7.2.7 6-3-10 7-2-7 Plate Offsets (XV): 18:0-3-0,0-3-01 LOADING (psi) SPACING - 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.19 8-9 >999 240 M120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.37 8-9 >671 180 BCLL- 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.08 6 n/a n/a BCDL 7.0 Code 1BC20061TP12002 (Matrix) Weight: 66 lb LUMBER - . - BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-5oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. WEBS 2 X 4 HF Stud • MiTek recommends that Stabilizers and required cross bracing be - installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=985/0-3-8,6=985/0-3-8 Max Horz2=49(LC 5) Max Uptift2-383(LC 3), 6=-383(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2383/819, 3-4=-2114/792,4-5=-2114/793, 5-6=-2383/819 SOT CHORD 2-9=-773/2257, 8-9=-499/1597, 6-8=-732/2257 WEBS -, 3-9=-370/92, 4-9=-276/564, 4-8=-276/564, 5-8=-370/92 )TES .1 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph; TCDL8.4psf; BCDL=4.2p5f; h25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; porch taft and right exposed; Lumber DOL1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live toads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard S. ( LU (1 6433 )SO - S , 777gust 27,2009 W4RN1N0 Vms'f9 den_awe parmnsdere and READ MM$ ON ThIS AND !NCL,UPED KPF,RFJe7CE PAGE /f7J 7473 r-. 10O8 BEFORE (185. -- Design vatd for use only with MiTch connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the - M ilek erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding fabrication, quality controt, storage, delivery, erection and bracing, consult ANSI/fPI1 Quality Criteria. DSB.89 and ScSi Building component 7777 Grebacken Love. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights. CA. 95610 410 = 514w 546= 4.8 IJob Truss Truss Type IQty Ply I 00 R30661063 1027_KNOWLES B01C_ FINK 1 1 - - Job Reference (optional) r.t.ruu s jan zz zuud wi tee industries, Inc. vvea Aug Zb 14:1V:bV AM F'age 1 -20.0 5-10-13 - 10.4.4 14-9.11 20-6-8 '-- I 2-0-0 - 540-13 4-5-7 4-17 5.10-13 2-0-0 5. i. 139.2 .7-2-7 6.3.10 7.2-7 Plate Offsets (X,Y): 18:0-3-0,0-3-01 - - LOADING (psf) SPACING 2-0-0 CSI DEFL - in (lc) Ildefi Lid PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.44 Vert(LL) 0.22 6-8 >999 240 MT20 185/144 TCDL 14.0 Lumber Increase 1.25 - - BC 0.64 Vert(TL) :0.37 8-9 >656 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.08 6 n/a n/a - - BCDL - 7.0 Code 16C2006/TP12002 , (Matrix) Weight: 66 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F,1.5E BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2 X 4 HF Stud , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=985/0-3-8, 6=985/0-3-8 Max Horz2=-49(LC 16) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT - Max Uptift2=-913(LC 9), 6-913(LC 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav2=1516(LC 8), 6=1516(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-4445/2856, 3-4=-3024/1591, 4-5=-3024/1591, 5.6=.4445/2857 BOT CHORD 2-9=-2766/4108, 89=.1129/2102, 6-8=-2725/4108 WEBS 3-9=-394/116,4-9=-318/606, 4-8=-318/606, 5-8=-394/117 - . 3TES Unbalanced roof live loads have been considered for this design. - Wind: ASCE 7-05; 95mph; TCDL=8.4p51; BCDL=4.2psf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; porch left and right exposed; Lumber DOL1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 200 plf. Lumber DOL=(l .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-8-8 for 200.0 plf. LOAD CASE(S) Standard August 27,2009 WARJ4SNO Verify rloige pmumdaas aa,sd RF4D NOTES ON T011S AND INCLUDED MITSK REFERENCE PAGE 1,111.7473 s-er. 1008 HEPORE USE. -- Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shown Nil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltly, at the M ilek erector. Additional permanent bracing at the Overall structure is the responstbifly, of the building designer. For general guidance regarding lolen 10 mono - fabrication , quahty control, storage. delivery. erection and bracing. consult ANSI/IPlI Quality criteria, ow-at and BCSI Building component 7777 Greenback Lane SariS 109 Safety Information available tramlruss Plate Institute. 281 N. Lee Sired. Suite 312. Alexandria, VA 22314. citrus Heights. CA, 95610 Symbols Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. [ Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'Al' from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate A v 4 width measured perpendicular ' " to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use 1. I or Eliminator bracing if indicated. - BEARING cI indicates location where bearings (supports) occur. Icons vary but ___________ reaction section indicates joint number where bearings occur. Industry Standards: - ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C1.2 C2.3 I WEBS 4 \' LA0 0 4= C5-6 C7-8 06-7 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ER-5243, 96048, 95-43, 96-31, 9667A NER-487, NER-561 95110,84-32, 96-67, ER-3907, 9432A © 2006 MiTek® All Rights Reserved PDWER Ta eERraRM.' MiTek Engineering Reference Sheet: Mll-7473 rev. I("- Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative 1. I, or Eliminator bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSl/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is anon-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead toad deflection. .11. Plate type, size, orientation and location dimensions. indicated are minimum plating requirements. Lumber used shall be at the species and size, and in all respects, equal to or better than that specified. - Top chords must be sheathed or purtins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceilingis installed, unless otherwise noted. Connections not shown are the responsibility at others Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures atone is not sufficient. Design assumes manufacture in accordance with ANSl/TPl 1 Quality Criteria. INTEGRAl ED.: D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDlO, CA. 92203 0. 760-347-3332 F. 760-347-0202 CONTENTS PAGE TIMBER PRODUCTS INSPECTION (LETTER) I TPI (GTI) STAMP - SEE PAGE 1 2 EXPLANATION OF ENGINEERED DRAWING 3 DETAIL FOR COMMON AND END JACKS - 16 PSF 4 DETAIL FOR COMMON AND END JACKS -20 PSF 5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK 6 INTERIOR BEARING OFFSET DETAIL 7 BEARING BLOCK DETAIL 3 %11 BEARING 8 BEARING BLOCK DETAIL 5 1k" BEARING 9 UPLIFT TOE-NAIL DETAIL 10 LATERAL TOE-NAIL DETAIL 11 WEB BRACING RECOMMENDATIONS 12 T-BRACE AND L-BRACE 13 VALLEY TRUSS DETAIL 11 VALLEY TRUSS DETAIL (CONT'D.) 15 PURLIN GABLE DETAIL 16 PURLIN GABLE DETAIL (CONT'D) 17 PURLIN GABLE DETAIL (CONT'D.) 18 PURLIN GABLE DETAIL (CONT'D) 19 STANDARD GABLE END DETAIL 20 STANDARD GABLE END DETAIL (CONT'D.) 21 5Th. REPAIR - MISSING STUD ON GABLE TRUSS 22 STD REPAIR - BROKEN STUD ON GABLE TRUSS 23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS 24 5Th. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS 25 5Th. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS 26 STANDARD REPAIR DETAIL - 25% 27 FALSE BOTTOM CHORD FILLER DETAIL 28 OVERHANG REMOVAL DETAIL 29 SCAB APPLIED OVERHANGS 30 PLEASE CONTACT SelecHulid FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber.:Products Inpectión (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and Gil Truss Quality Auditing Programs are recognized by the International Accreditation Service (lAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, 4hird party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program, Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSL/TPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status Of any plant in the TP/GTI program, please contact Pepper Browne at. (360) 449-3 840 ext. 11. ..'. Sincerely, Brian Hensley Truss Manager - Western Division jPage#iJ 105 SE 124th Avenue Vancouver, Washington 98684 • 360/449-3840 FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road • Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 S Job Truss Truss Type Oty Ply DISPLAY ROOF1 COMMON 1 1 5.000 e Feb 6 2003 Mi ek Industries, Inc. Mon Mar 17 14:26:39 2003 Page 1 A -2-0-0 54-5 10-2-3 15-0-0 . 19-9-13 24-7-11 30-0-0 32-0-0 B 2-0-0 545 4-9-13 4-9-13 4-9-13 4-9-13 5-4-5 2-0-0 04 2 10 11 0 F 3x6 12 14 13 3x6 3x8 .. 3x6 3x8= G A1 10-2-3 19-9-13 I 30-0-0 I B 10-2-3 - - 9-7-11 10-2-3 Plate Offsets (X.Y): 12:0-3-0,0-1-4L (10:0-3-0,0-1-4)H LOADING (psf) SPACING 2-0-0 J M csi N DEFI. in (lc) l/defl PLATES GRIP TCLL 20.0 I Plates Increase 1.15 TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.15 \ BC 0.83 Vert(TL) -0.39 12-14 >907 BCLL 0.0 Rep Stress Incr YES WB - 0.36 Horz(TL) 0.07 10 n/a BCDL 10.0 . Code BOCAIANSI95 L - 1st LC LL Mm 1/defl = 240 Weight: 158 lb LUMBER .. . BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 00 purlins. ,.. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-1 1 oc bracing. WEBS - 2X4 SYP No.3 RS REACTIONS (lb/size) 2=1317/0-3-8, 10=1317/0-3-8 T Max Hors 2=-175(load case 5) Max Uplift2=-341 (load case 4), 10=-341 (load case 5) FORCES First Load Case Only V (lb) - TOP CHORD 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11=26 BOT CHORD 2-14=1794,13-14=1140,12-13=1140,.10-12=1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 \AI - NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-98 per BOCA/AN5195, 90mph; h='25ft, TCOL=5.Opsf; BCDL=5.opsf; occupancy category II; exposure C; anclosed;MWFRS gable and zone; cantilever leftand right exposed ; end vertical left and right exposed;Lumber DOL= 1.33 plate grip OOL= 1.33. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10. A Cumulative Dimensions M IC, BC, and Web Maximum Combined Stress Indices B Panel Length (feet - inches - sixteenths) LOAD CASE(S) Standard A N Deflections (inches) and Span to Deflection Ratio C Slope 0 Input Span to Deflection Ratio O Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height - - 0 Lumber Requiremanls F Basting Location R Reaction (pounds) O Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing D.C. (feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load for Plate and Lumber Design V Notes L Code X Additional Loads/Load Cases fPage # 31 DETAIL FOR COMMON AND END JACKS MII/SAC=816PSF 411812007 PAGE 1 MAX LOADING (psf) SPACING 2.0-0 TCLL 16.0 1 Plates Increase 1.25 1 BRACING TCDL 14.0 Lumber increase 1.25 TOP CHORD BCLL 0.0 Rep Stress Incr YES BOT CHORD MINIMUMLUMBERSIZEANDGRADET - -. -.--. --..- TOP CHORD 2 X 4 SPF, HF, DF-L N0.2 LENGTH OF EXTENSION BOT CHORD 2X4SPF, HF, D-L No.2 ' AS DESIGN REQD 20"-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/12-8112 --' _---' BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND 2x4 BOTTOM CHORD TO BE °2 MIN. .-' ..-' . •.. SPACING= 24" O.C. -'--<-.. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED -. / © 4-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON lMFE, (0.162"DIA. X 3.5" LGT) TOE NAILS . .— ...,.... 2x4 -' 3x4= CONN. W/2 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS B0-0 6-0-0 . 6-0-0 '-:----- - EXT. 4-0-0 J 0 0 XT 2-0-0 . .." CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 'H I"' 'I A.(i L.N BOTTOM CHORD LENGTH MAY BE 2-0" -' 34 = OR A BEARING BLOCK CONN. W/2 16d COMMON WIRE(0.162"DIA, X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-0 PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 1 - 4 1• *( EXP. .3-31 -11 1 Page#41 Mt . AUG 14 2009 A WARNING -Verify design parxuneters and READ NOTES ON ThUS AND INCLUDED MITEK REFEREME PAGE !4 73 BEFORE USE. 7777 Greenback Lane Suite 109 I Design valid for use only wills Milek connectors. This design is based only upon parameters shown, and is for on individual building component. I Citrus Heights. CA 9561 I Applicability of design paromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria. DSB.8? and BCSI1 Building Component ' I •CID Tek Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. .1 MiTek Industries, Inc. Sheathed. Western Division Rigid ceiling directly applied. DETAIL FOR COMMON AND END JACKS MU/SAC -8 -20PSF 8/31/2005 IPAGE 1 MAX LOADING (psf) I"A(..IN(i Z-00 NliTeK Industries Inc. , TCLL 20.0 Plates Increase 1.15 BRACING ,, , • TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. Western Division . BCU. 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REQ'D 20'-O" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE WJSAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (131-X3.0- MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3112-8112 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN SPACING 24" O.C. /SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE 62'DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED '-O' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162"DIA. X 3.5' LGT) TOE NAILS ., —3X4= 0 CONN. W)2 16d COMMON WIRE (Z62-DIA. 3.5" LGT) TOE NAILS 6-0-0 8-0-0 -111 - 6-0-0 4 EXT. I 2-0-0 4-0O 2.0-0 : / CONN. W/3 16d COMMON WIRE (0.162'DIA. X 3.5' LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" 3x4 = OR A BEARING BLOCK. COWN. W!2 16d COMMON W1RE(0.162"DIA, X 3.5') LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0-0 PRESSUREBLOCKING INFO. NOTE; NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. (' q EXP- 3-31-11 . Page # 51 AL AUG 142O9 A WARUNG. Verify design peramcters and READ NOTES ON 1WS AND INCLUDED W=REFMWffCZ FAGS MSI.74 73 REfl)RE USE. 7771 Greenback Lana I Sub 109 Design void for use only with MEek connectors. This design Is based only upon parameters shown, and is for on Individual building component. I CIIIUS Heights. CA. 9581 Apptcobittyof design poromenlars and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Addillonal lemporory bracing to Insure stability during constructIon Is the responsiblilily of the I erector. Additional panrronenl bracing at the overail sfruclure is the resporsulbilty of he building designer. For general guidance regarding I fabricatIon, quality controL storage, delivery, erection and bracing, consuil ANSlfTT'lI Quality Criteria, 058.69 and BCSI1 Building Component I flu! iTeIc Safety Information available from Truss Plate InsIltute. 583 D'Onotrlo Drive, Madison, Wi 53719. cAt. HIP°3. SUB r GIRDER CALHIP - GIRDER lEo 24 TYP PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss l"X3.0° MIN) NAILS (typ) HORD OF OPEN END JACK BC W/ 6-(.131°X3.0' MIN) NAILS @ 3" D.C. IUPPORT OF B.C. OF STANDARD OPEN END F MU/SAC -7 3/30/2004 PAGE JACK USING PRESSURE BLOCKS LVI Loading (PSI9: BCDL 10.0 PSF MAX NItTeIc Industries, Inc. Western Division — 2x4 bot. chord Carrier tru ? of jack _____________— MIN) 1 2x4 block r-. jack between Jacks, 11 truss nailed to carrier bc* (typ) w16 WI(.131"X3.0 MIN) - nails spaced at 3' o.c. O4ó433 4 EXP 3-3-11 7 If> C1VIt 11 OF CAL OV Page#6 WAR,'1ThG Verify design parametcre .md READ NOTES ON 17DB AND INCLUDED 81175K REFERZNCE PAGE ilm-7473 BEFORE flEE. Design valid for use only with Milek conneclors. lhfs desIgn Is based only upon parameters shown, and Is for an individual building component. Applicability of design poromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndivIdual web members only. Addilionol temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibilty of the bulidlng designer. For general guidance regarding fobacotlon. quality control, storage, delivery, erection and bracing, consult ANSI/IPIl Quality Criteria, 059.89 and BCSU Building Component Solely Information available from truss Plate InstItute, 583 D'Onottto Drtve, Madison, WI 53719. AUG 14 2009 7777 Greenback Lane Suite log Citrus Heights, CA, 9561 f1mi MiTek INTERIOR BEARING OFFSET DETAIL Mu/SAC -6 3/30/2004 PAGE I lviii Cr, IIIUUCLI ICC, tilL. -- Western Division -1I NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 11211 MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT TRIPLE WEB JOINT Page#7 WARNING Verify d1gn p store aM READ NOTES ON THIS AND INCLUDED ,IJcREFERENCE PAGE ma-7473 BEFORE USE. Design void for use any wtlh Muck connectors. this design Is based only upon porameien shown. and Is for an bdivtdual building component. Appilcabhilly of design poramenters and propel Incorporation of component Is responsibtilly of building designer - not truss designer. Bracing shown Is for lateral support of tncfMduah Web members only. Additional temporary bracing to Insure sloblilly during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is lIre responsibillyof the building designer. For general guIdance regarding fabrIcatIon. quohly control, storage, delivery, erection and bracing. consuli ANShITI'll Quality Criteria, DSB-89 and BCSIt Building Component Safety Information available from Inns Plato Institute. 583 D'Orsot,lo Drive, Madison, WI 53719. AUG 14 2009 7777 Greenback Lane 4° MINIMUM HEEL HEIGHT L. 27 1/2" BLO< BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. I ?. J 12" BLOCK 0046433 t~*~ EXP. -i-'ii AUG 14 2009 BEARING BLOCK DETAIL 3 112" BEARING Mu/SAC - 3A 3/2512004 PAGE 1 Ml I eK inoustrtes, Inc. Mimi Western Division NUIR REFERTO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT, This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not filling these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER ALLOWABLE REACTION BEARING BLOCK BEARING BLOCK i WOOD BEARING ALLOWABLE LOADS GARDE (15) ALLOWABLE LOADS ALLO .. TOt'S QLlI.NT3Z,.tR1hG L.,-"'I( TH NAILING PATTERN (NOTE i, (NOTE 45) (NOTE 4) (NOTE 4) 0-4-9 2966 . 929 3895 . 2x4 BOTTOM CHORD . 3281 855 . 4136 . 0-4-6 TOTAL NAILS) HF i 2126 ROI O.C. 736 2862 04-11 sPF 2231 726 2957 0-4-10 SY 2966 1393 4359 0-5-2 BOTTOM CHORD ,2! -. 3281 1282 - 4563 .................. 0-4-13 ROWS i 3" O.C.HF 2126 1104 3230 i 0-5-5 t12 TOTAL NAILS) _._•___._..•_' SPF 2231 - . ___ 1089 3320 ___ ........- ....-- ............ 0-5-3. yp r DF 2966 1858 4824 0-5-11 BOTTOM CHORD 3281 . 1710 4991 0-5-5 I ROWS @3OC TOTAL- NAILS1 ,16 HF 2126 - - 1472 3598 0-514 SPF 2231 1452 3683 0-5-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi OF =625psi - HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1900,000 PSI OR NON-DENSE GRADE LUMBER. Page#8J W,4JrN1NG. Verify deulgn po cter end READ NOTES ON THIS END INCLUDED .SITTEK REFERENCE PAGE 1411.7473 BEFORE USE. 7777 Greenback Lane Suile log Design valid to, use only with MiTek connectors. This design is based only upon porometets shown, and is for an individual building component. Citrus Heights, CA. 9561I Applicability at design poromenlers and proper incorporation of component is responsibthly of building designer. not truss designer. Bracing shown is toe lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the bdlding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`11 Quality Criteria. DSB.89 and SCSIT Building Component I#1iTek(15 Solely Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. BEARING BLOCK DETAIL 5 1I2' BEARING Mu/SAC -4A I25I2004 PAGE 1 MiTek Industries, Inc. 'c-' r............... Western vision REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS ALLOWABLE 20"'h.)' L40t' SIZE LUMBER RACTIOW BEARING BLOCK SEARING BLOC' & WOOD BEARING LO-LS .1 ALLOWABLE LOADS ALLOWABLE LOAD fib; .--.-.-._--.--..-.-.- ...................... . - (NOTE 1) (NOTE 45) Its, PATTERN ESW (NOTh' -- :TOTAL ,..Q IuAEU"' BEARING ..,tG' svp 4661 929 5590 0-6-9 BOTTOM CORE'DF 5156 I_i--i _i _III:I I -. 6 TOTAL HAILS) HF 3341 736 4077 0-6-11 SPF 3506 726 4232 - . sp 4661. 1393 6054 0-7-2 BE' 5156 1282 6438 0-6-13 BOTTOM CHORD ROWS @ 3' O.C. HF - 3341 1104 4445 i 0-7-5 (12 TOTAL NAILS) - s 3506 1089 4595 073 sy. 4661 . 1858 6519 0-7-11 X 2:<6 BOTTOM CHORD L 5156 1710 6866 0-7-5 HF 3341 1472 4813 - — 0714 (16 TOTALHATJS) - SPF 3506. i 1452 4958 0-7-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. I) / 4° MINIMUM HEEL HEIGHT CASE 2 22 1/2" BLOcK BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. 12" BLOCK il APPLY TO ONE FACE OF TRUSS. — ....... NOTES: AUG 14'2009 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE (.131' DIAM. x 3") MINIMUM FOR BEARINGS NOT NEARER THAN 3' TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 '5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-O' LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF 625 psi HF =405 psi SPF 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E' VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER. Page#9 Af& WAIU4NG - 11-ify d..Ig,t po~arn,t-s arid RF_4D AR)TES ON THIS AND MCLUDED AOTEK REFEREAME PAGF JIM-7473 BEFORZ USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus He' fats CA 9561 C" Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not russ designer. Bracing shown 9 . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall struclure is the responsibilily of the building designer. For general guidance regarding MEN lobricotion. quality control . storage. delivery, erection and bracing. Consult ANSI/Tell Quality Criteria. DSO-89 and BCSIt building Component •49 Solely Information onailoble from truss Plate Institute. 583 D'Onotn uo Drive. Madison. WI 53719. e UPLIFT TOE-NAIL DETAIL M11/SAG -24 I 11i1iO4 IPAGE 1 NIITek Industries, Inc. NOTES: Western Division TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW NEAR SIDE SIDE VIEW NEAR SIDE TO' OF VIEWS SHOWN ARE FOR FAR SIDE L ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) DIAM. SYP OF HF SPF SPF.S .13V 58.5 46.1 31.6 29.8 20.3 .135 60.3 - 47.5 32.6 30.7 20.9 , .162 72.3' 57.0 39.1 36.8 25.1 C,) .128 53.1 41.8 28.7 27.0 18.4 9 .131 54.3 42.8 29.3 27.7 18.8 .148 61.4 48.3 33.2 31.3 , 21.3 0 .120 45.9 36.2 24.8 23.4 15.9 o .128 49.0 38.6 26.5 25.0 17.0 b .131 50.1 39,5 ' . 27.1 25.6 17.4 cl .148 , 56.6 44.6 30.6 28.9 ' 19.6 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. M-- EXAMPLE:' (3) -16d NAILS (.1620 diam. x 3.5") WITH SPF SPECIES TOP PLATE ' For Wind DOL of 1.33: ' 3 (nails) X 36.8 (lb/nail) X 1.33 (DOL for wind) = 146.8lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 1 3 (nails) X 36.8 (lb/nail) X 1.60 (DOL for wind) = 176.6Ib Maximum Allowable Uplift Reaction D.ue To Wind c33 If the uplift reaction specified on the Truss Design EXP. 3-31-1 \N.__•____, Drawing is more than 146.8 lbs (176.6 Ibs) another CIVIL mechanical uplift connection must be used. ' ' OF CA1..*9 USE (3) TOE-NAILS ON 2x4 BEARING WALL USE (4) TOE-NAILS ON 2x6 BEARING WALL [Page#ioj AUG 14 2009 WARNING. Vertf,J dofgn p metero arsd JBF4D NOTES ON 37CL9 AND INCLUDED MrrEKjtsFzRENcspAGE 1,111.7473 BEFORE USE. "Design void for use only wiih MiTelr connectors. This design is based only upon parameters shown, and Is for an Individual building component. ,Applicability at design paramenten and proper incorporation of component Is responsibility of building designer . not truss designer. Bracing shown Is for lateral support of individual web members only. Addilianol ternporrsry bracing to insure slobiliy during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabricallan, quolty conlrot storage, defvery, erection and bracing, consult AWSI/TPII Quality Criteria, DSB.89 and BCSi1 Building Component Solely Information available from Truss Plate Institute. 583 D'Onolrio Drive. Madison, WI 53719. 7717 Greenback Lane Suite 109 Clinis Heights, CA. 9561 MiTek SIDE VIEW (2x4, 2x6) 3 NAILS NEAR SIDE ' -I--I FAR SIDE /N I NEAR SIDE SIDE VIEW (2x3) 2 NAILS I NEAR SIDE FAR SIDE EXP. 3-31-11 d>' CIVIL AU . 2009 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS JN EAR SIDE EAR SIDE SIDE VIEW (2x6) 3 NAILS NEAR SIDE t NEAR SIDE NEAR SIDE Page#1iJ 45.00" LATERALTOE-NAIL DETAIL MH/SAC - 25 I 11/18/2004 IPAGE 1 MiTek Industries, Inc. NOTES: Western Division TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT! S TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) SYP DF HF SPF SPF-S o .131 88.1 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 726 63.4 , .162 .118.3 108.3 93.9 91.9 80.2 1') .128 84.1 76.9 66.7 65.3 57.0 0. .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 Cn O .120 73.9 - 67.6 58.7 1 57.4 50.1 o .128 84.1 76.9 66.7 65.3 57.0 Co .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7__- 82.8 - 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: . (3)- 16d NAILS (.162' diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity .45 DEGREE ANGLE L.. BEVEL. CUT ........ WARNING. Verify deafgn parameters and READ NOTES ON ThUS AND INCLUDED bWTEK REFERENCE PAGE MIT-74 73 BEFORE USE. Design valid for use only with Muck connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer. not trust designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPFI Quality Criteria, DSB.89 and BCSI1 Building Component Safely Information available from Truss Plate Institute. 583 DOnotrlo Drive. Madison. WI 53719. 1777 Greenback Lane Suite 109 Citrus Heights, CA, 9561C M1Tek S WEB BRACING RECOMMENDATIONS ST-WEBBRACE Milek Industries, Chesterfield, MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE (lbs.) (See note 7) BRACE 24'O.C. 48'O.C. 72' O.C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D 101-01 1610 1886 1886 2829 '- 12 0 1342 1572 1572 2358 3143 3143 4715 . , 4715 7074 140 1150 1347 1347 2021 16 0 1006 1179 1179 1768 2356 2358 3536 'c- ' 181-01 894 1048 1048 1572 3143 4715 200 805 943 943 1414 1886 1686 2629 'Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS I. DLIGC*4P1. BRACING IS REOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE tiTOTHE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BYA QUALIFIED - PROFESSIONAL I X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED OR LATERAL BRACE CARRYING 2% OFTHE WED FORCE A -OR-. 3. DIAGONAL ESAGBIG MATERIAl. MUST BE SAME SEE AND GRADE OR BETTER, AS THE LATERAl. BRACE MATERIAL, AND SHILl. BE INSTALLED IN SUCH A MANNER THAT TI INTERSECTS WED MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) ATAPPROX. 45 DEGREES AND SHALL BE HALED AT EACH 640 AND EACH NTERMEDIATE TRUSS WITH 2-Ed (0.I31-42.51 FOR lxi BRACES. 2.104 (0.131-0 3') FOR ED w,1204 BRACES. AND 3-1e0 (0.I31-IG') FOR 2x6 BRACES. 4. CCS4NECTLATERAL BRACE TO EACHTRUSS WITH 2-ed (013110$') NAILS FOR lxi LATERAL BRACES. 2-1ed (0.131'SI') NAE.S FOR ED and zzi LATERAl. BRACES, AND 3-1ed (0.131'1 FOR 5(6 LATERAL BRACES. B 2 X 353, 510, CONST (SPF, OF, HF, OR SYP) S. LATERAL BRACESHOLED BE CC*1TF460US AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 4. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 443, STD, CONST (SPF, OF, HF, OR SYP) DED-89 TBAPORARYBRACS4G OFMETAL PLATE CONNECTED W000TRUSSES AND BCSI I GUIDE TO GOOD PRACTICE FOR HANDLING, t4SrALLt4a & BRACED OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF.OJITERICA and TRUSS.PLATE INSTITUTE. wxw.sbc1duSIysom and www.IpInsLoig D 2 X 653 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WED MSI.IGER FORCE S. TABULATED VALUES ARE BASED OR A DCL. • 1.15 FOR STABILIZERS: FORA SPACING OF 24'O.C. C44LY,MI1EK 'STABLIZER TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR lIVE .' B C AND 0 BRACING MATERIAL. DIAGONAL BRACED FOR STABIlIZERS ARE TO BE PROVIDED AT BA SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REOJIRED AT P1101 BREAI<SI STABUZERS MAY ES REPLACED WITH WOOD BLOCI<04G. SEE STABILIZER' lILIES BRACING EISTMLA1TCRI GUIDE AND PRODUCT SPECIFICATION. MARCH 12, 2009 EJ ® MiTek Industries, Inc. .. MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. Page # 12 CONTINUOUS LATERAL RESTRAINT 2-led NAILS (SEE NOTE 4) 1-BRACE AND L-BRACE Nailing Pattern L-Brace size J._Nail Size Nail Spacing 1x4 or 6 flOd (0.148X3") 8" o.c. 2x4, 6, or J6d(0.162X3 112") 8" o.c. Note: Nail along entire length of L-B race orT-Brace (On Two-Piles Nail to Both Plies) Nails S: SPACING Mu/SAC -23 8/27/2 004 J PAGE 1 Musk Industries, Inc. Western Division L-Brace or T-Brace Size for One-ply Truss Specified CotIuous Rows of Late ml Bracing Web Size I - 2 2x3or2x4 1 x - 2x4 2x8 1x8 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APUCABLE. / Section DetaIl Nails - Nails Web Web L-Brace T-Brace or I-Brace Size for Two-Ply Truss L-BRACE or T-BRACE Specified Continuous, Rows of Lateral Bracing Web Size I 2 (f-Brae) 2x3or2x4 2x4 2x4 2x6 2x6 2x6 .2x8 - 2x8 2x8 Nails lOd (0.I48X3") © 9" o.c. Web— 1-Brace AUG 1 4 2O9 Nails Section Detail' Note: ' 0 1. L-Bracing or 1-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace or T-Brace must be same species grade (or better) as web member. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. 0) W4,RJ4. Vertfij drali"pammaters andiZLD VOTES OW ThIS AJO iNCLUDED J1JcFEJ12NCE PAGE £en7473 5135055 USE, Design valid for use onfywllb Musk conneclors. Thk design Is based only upon parameters shown, and Is for an Individual bUdlng component. Appicabilify of design paramenlers and proper b'scarparbflan of component IsreaponsIbifily of building designer- not Iruin designer. 8rac1ng shown Is tar folarol supped of Individual web members only. Additional temporary bracing to Insure efablilly dining consiruclion Is the reiponsiblilly of the erector. Addlllonol,permanarst bracing at the overall strucfwo Is the resporwiblilfy of the building designer. For general guidance regarding tobdcotlors, quailiyconirol slorage, delvery. erection and bracing, consult ANSI/Tyti Qualify Crilefl, DSO-89 and BCSII 8u11d1n5 Component Solely Information available trômlruss We inslilulo, 583 DOnOtIlD Dilva. Madison, WI 53719. age# 13] 7777 Greenback Lane SURG '109 CflrUa Heights, CA, 9651 MiTèk VALLEY TRUSS DETAIL I Mu/SAC -19 I 4/26/2004 I PAGE l 0F2 LIVE LOAD =60 PSF (MAX) : R DEAD LOAD =16 PSF (MAX) D.O.L. INC=. 1. 15 GABLE END, COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST GIRDER TRUSS OR ... . PJIITek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING = = -. --.' - ------------- = = BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL ( 24" O.C.) IO.C.IILj - VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS a TOE -NAIL VALLEYTO BASE TRUSS WI (2 ) (.131"X3.0" MIN) TOENAILS 12 TOE - NAIL VALLEY TO BASE TRUSS WI (2 ) (.131"X3.0" MIN) TOE NAILS 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL I DETAIL B (BASE TRUSSES SHEATHED) (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W1 TWO (.131"X3.0" MIN) NAILS INTO \ EACH TRUSS BELOW ATTACH VALLEY TO - BEVELED 2x4 Wt (2 ) (.131"X3.0° MIN) TOE NAILS DETAIL C - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS WI LESS THAN 6/12PITCH) (2) (:131"X3.0" MIN) TOENAILS C046433 EXP 3-31-11 Page#14 NOTES: AUG 14 2009 SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30-0" MAX AND PITCH BETWEEN 2-6/12. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (BY OTHERS) MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6") IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. LATERAL BRACING SHALL BE NAILED W/MIN 2 lOd NAILS. WAJWING. Verify design paematera wsd READ NOTES ON ThIS AND INCLUDED MIIEKREFRRE.NCE PAGE AM-7473 REPOSE USE. Design valid For use only with Mlek connectors. This design is based only upon parameters shown, and is lor an Individual building component. Applcobiiiiy of design poromenlers and proper Incorporation of component is responsibility of building designer. not truss designer. Bracing shown Is for lateral support of Individual web members only. AdditIonal temporary bracing to insure rlobifliy during construction Is the responsibility of the erector. Additional permanent bracing of the overall strucf ure Is Ihe responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery, erection and bracing, consult AWSf/TPI1 Quality Crftertn. 058.89 and BCSI1 Building Component Safety Information ovoflobfe from Truss Plate institute. 583 D'Onofrto Drive. Madison, WI 5379. 7777 Greenback Lane Suite 109 Citrus Heights. CA. 9561 MiT 11M I èk VALLEY TRUSS DETAIL. Mu/SAC - 19 4/26/2004 PAGE 2 OF 2 MiTek Industries, Inc. Western Division BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS WI (2 ) 16d TOE NAILS BEVEL VALLEY TRUSS -( SECURE VALLEY TRUSS W/USPRT7OR EQUIVALENT DETAIL (NO SHEATHING) DETAIL E (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. L SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACINGOFVALLEY TRUSSES (24 O:C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. CO4ó433 EXP 3-31-fl Page# 151 AUG 14. 2009 A WAPJGNG- Verify design pi.rwnctere and J1&D NOTES ON THIS AND INCLUDED 14= REFERENCE PAGE 511.7472 BEFORE USE. Design valid for use only with Mllek connectors. This design Is bared only upon parameters shown, and Is to, on Individual building component. Applicability of design pammenlers and proper Incorporation of component Is responsibility of building designer -not truss designer. grating shown Is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tobrtcoilon. quality control storage, delivery, erection and bracing, consult ANStfTPt1 Quality Crtted. DSB.89 and BCSIl Building Component SatetyIntonnaIton available from Truss Plate Institute, 5113 DOnotrto Drive. Madison, WI 53719. 7177 Greenback Lane . Suite log Citrus Heights, CA, 9561 MiTók SEE DETAIL #3 PURLIN GABLE DETAIL Mit/SAC - 12 7/15/2005 PAGE 1 OF 4 - PURLIN II III 4IiIRItI1 .._aIU ilHIi1IIh.: I. lBIi11i•iiUU MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN.SPACING ON THE GIRDER OR HIP TRUSS. 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL 42— SEE DETAIL #1 - K --JACKS c\I, . 0 I 11 SEE SHEET 2 OF 2 FOR ALL DETAILS Page # 161 C046433 EXP 3-31-11 * 49" CIVIL OF CALI~ AUG 14 209 WARNING - Verify rfesfgn parameters and READ NOTES ON This AND INCLUDED MITRE REFERENCE PAGE 583-7475 BEFORE USE Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Appilcabhilty of design paramerrters and proper incorporation of component Is responslbiilty of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB.89 and BCSI1 Building Component Safety Information available from Truss Plate Instilute, 583 DOnofrlo Drive. Madison, WI 53719. 7777 Greenback Lane — Suite 109 Citrus Heights, CA, 9581CM~ MiTek PURLIN GABLE DETAIL 16d NAILS 6 O.C. MIIISAC - 12 I 7/15/2005 PAGE 2 OF 4 MiTek Industries, Inc. Western Division 1 Sd SINKER OR 16d BOX O.C. SPACING BY OTHER THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS AND BEARS ON TOP. ( TE DETAIL DETAIL #1 . ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF lOd NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER STEPDOWN HIP TRUSSES APEX DETAIL #3 DETAIL #2 \ PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBEF Page # 17 - WARiaNG- Verlft d.cign parwncters and READ NOTES ON 2'RIS AND INCLUDED NCIZJCREFRRENCE PAGE 57473 BEFORE USE. Design vaUd toy use only with MJTok connecloss. This designis based only upon poranselers shown, and Is loran Individual bulldlna cornoone 5alety 583 Onolrlo DrIve, Mddlson. 7777 Greenback Lane SUUB 109 CII,un Heights. CA. 9561 (E MiTek8 MITeR Industries, Inc. Western Division PURLIN GABLE ER OR 16d BOX DING BY OTHERS JA B' Ub'I"/k IL i su.vPL. PURLJN GABLE DETAIL Mu/SAC -12 7/15/2005 IPAGE 3OF4 PURLINI GAB S..'.. N16d SINKER.OR 16d BOX / O.C. SPACING BY OTHERS fOA / HIP SET TRUSS 4 C046433 EXP 3-31-11 * I fc * C!VI. DETAIL #2 SUPPL. OF CAL jPage# AUG 14 209 '18 AWARMNG- Verify d.signp~arneters andAUD NOTES ON 7'JUS AND rN[71,l73)VDMTZZKAEFM?ZNCV PAGE MU-7473 BEMRS USF, 7777 Greenback Lane ob Suite 109 Desic,valld for use only wllh MiTek connectors. Thls design Is ba ed only uPorspa amejgrs sbowrs.1ard Is for an IndivIdual building componen Clltu5lilhtS CA 9 5 8 I (I i0 o(corT5ponenl r. and designor - nol russ design p anehe?brocIrsaoI the 0ven11 sluc eig ' IngfIPh. lljh b pnjb. ?Yol he fobricallon. quolty colL storage. de very, erection and bracing. con web me= any. Addillvo.ThfIr sutPAN5YfTPfl Quailly C%erla. DSB-89 and BCSI Building Component I lvi i1ek. Solely Information available from Truss Plate InslIlute. 583 DOnoirto Drive, Madison. WI 8371?. I PURLIN GABLE DETAIL MU/SAC -12 7/1512005 JPAGE4 0F4 -I.- 16d SINKER OR 16d BOX TYPICAL PURLIN GABLE LAST MiTek Industries, Inc. Western Division RIDGE BLOCKING FIRST COMMON - 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 'S. 2-0--O MAX DETAIL '#3 SUPPL. 0-0-12 TIGHTLY SET JOINT PURLIN NGABLE HIP SET ROOF SHEATHING BY OTHERS DETA IL #4 SUPPL. HIP SET TRUSS• ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHERS\ I ll~ - . I - __ PULIN GABLE HIP CIVIt. 3-31-1 1 \4 O CA DETAIL #4A SUPPL. 14 209 Page # 191 AL WARNO.Vertfy design poromctre w,dJ5E&D NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE RE7473 BEJRE USE up Greanboci Lane log Dedgn voId br use only wIth MiTek connect an IndMducib bufldingcornporsenth pucob8lyo desigrparamentern and pr the resDondly o or latero support a. indivIdual web me overail struclure h the resp erec,or. lhe Addlional permanent brodn o dance regarding tabitcollon. quably con,ro storage, de91ve1y, erection and bracing, connull ANS'rPl1 Quality C teda 058 89 on 8C51 Building Component MiTeke Safely Information available horn Truss Plato Instilule. 583 DOnoirto Drive. Madison, WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 .4- lOd NAILS MIN. PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 1 O (TYP), IV) '-A IVI— I I Z. V I 2X4 BLOCK SIMPSON A34 OR EQUIVALENT 'LEDGER-----`- 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL + 45 2X4 SF JD OR BTR SPACED @ 5-0" O.C. SHALL 3E PROVIDED AT EACH END OF BRACE EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF S WI 4 1 O NAILS. MAX. NGTH = 7'-0" -- ALTERNATE. BRACING DETAIL - —I.- STANDARD TRUSSES SPACED @ 24" O.C. SJ4 Q046433. EXP ~3_31- 9F ALIV NOTES • AUG 14 209 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH IOD NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT, STUD WITH 2- 1 O TOE NAILS 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALLBE BRACED @ 4'-0" O.C. MAX. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. - Page # 201 0 - GreerrbcIr Lane A WARNIWG. Verify design parametersgs d Design valid for use only with M'Tek This design Is based only upon parameters shown, and Is for on Individual Applicablilly of design poromenlers and erector. Additional permanent &ocino1 Suite 109 M 'I : READ NOTES ON TIUS AND INCLUDED KEFIWNCE ?4GE MI-7473 SSFORE USE. proper Incorporation of component Is responsibility of building designer not Ira Is lot lateral support of Individual web members only. Additional temporary brocinglo Insure stabftty during construction Is lIre responsibility overall structure Is the responsibility of the building designer. For general gu idance regarding fabrication. quality control, storage, delivery. ersiclion and bracIng. consufi ANSI/TflI Quality CriterIa, DSB-89 end Dcliii Dufldlng Compo Safely trslorrnottors avaIlable tram Truss Plate Institute. 583 DOnotrto Drive, Madison, WI 53719. - - - STANDARD GABLE END DETAIL MIIISAC - 20 4/27/2004 PAGE 1 OF 2 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEEPAGE 2/2 FOR ALTERNATE BRACING DETAIL - 1X40R2X3(TY'P) VARIES TOCOM.12 TRUSS </ 1I2' NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL MITeR Industries, Inc. Western Division SHEATHING (BY OTHERS) "4 24" MAX II I/Il 24' O.C. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW ONT..BRG— go SPAN TO MATCH COMMON TRUSS A VERTICAL STUD 3x5 'y19 END WALL / RIGID CEILING MATERIAL DETAIL. A TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADINqpsf) SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code IBCIIRC LUMBER TOP CHORD 2 X 4 DFLISPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4DFLISPF/HF - STUD/STD .. AUG 14 209 TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" D.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHFIG NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 WARNING. Verify deelgn pa moteraandR&45 NOT83 ON THYSAND ThVLODED NIIEK REFERENCE PAGE MW7473 WORE USE. I 7177 Greenback Lane . I alrus Design valid (arose only with MiTek conneclsss. This design Is based only upon parameters shown, and Is loran individual building component. Suite 108 Heights. CA, 9561C . Appilcoblilly of design paromenters and proper Incorporation of component Is responsiblilly of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility at the I erector. Additional permanent bracing of the overallstructure Is the responslblflly of the building designer. For general guidance regarding I fabrication. quality control, storage, delivery. erection and bracing, consult ANStfTPI1 Quality Criteria. 056.8? and BCSII Building Component i1 i1ek Safety Information available from Truss Plate Institute, 58 n, M 53 3 D'Onolrta Drive, Madison, I LATERAL BRACING NAILING SCHEDULE. VERT; HEIGHT # OF NAILSAT END UP T071-0111 2 '16d 71-01.1 - 3 - 16d OVER 8'-6" 4 - I / IVIVI IVIL OF OF CA NOTES VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST • EXP. B, HEIGHT 30 FT CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH MAX VERT. STUD HEIGHT OF 8-6". MAXIMUM VERTICAL STUD HEIGHT 1k SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - 12 INCH O.C. 6-7-0 13-2-0 11-0-0 I6 INCH O.C. 5-8-0 11-4-0 9_e0___ 24 INCH O.C. 4-8-0 . 94•.fl . 7-9-0 REPLACE A MISSING STUD ON A GABLE TRUSS] Mu/SAC - 27 J 11/18/2004 JPAGE I MiTek Industries, Inc. ® . . . Western Division THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORON OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT.NO.FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALLMEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPL1fl1F'IG OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAILS(.1 13" X 2.0) INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16° O.S.B OR PLYWOOD. 'SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. 0- TRUSS CRITERIA LOADING :40-10-0-10 (MAX) LOAD. DURATION FACTOR: 1.15 SPACING: 24° O.C. (MAX) TOP CHORD: 2X40R2X6 (NO 2MIN) PITCH: 3/12-12/12 BEARING: CONTINUOUS STUD SPACING :24' O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 0046433 EXP. 3-31-11 Page # 22 AUG 14 209 WARA'JNG. Vertfij design po.rwnctore and J1&4D NOTES ON TIM AND INCLUDED MJ7EK REFERENCE PAGE 8517.7473 REFORE USE. Design void for use only With MEek connectors. This design Is based only upon parameters shown, and is For on Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral suppoil of individuol web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI/It'll Quality Crtleula, DS8-69 and BCSII Building Component Safely Information available from Truss Plate Institute. 583 DOnoIrlo Drive, Madison, WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights. CA, 9561( MiTek® 0046433 EXP 3-31-fl cin n't 6F eAt_I AVG 1 4 20119 7177 Greenback Lana K& Suite 109 Cllrus Heights, CA, 9561( MiTek REPAIR A BROKEN STUD ON A GABLE TRUSS I Mi/SAC -28 11/18/2004 IPAGE 1 MiTek Industries, Inc. Western Division THIS IS SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS-INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TOAVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL NAILS INTO THE TOP AND BOTTOM CHORDS COMMON n THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16 O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X40R2X6 (NO 2MIN) PITCH: 3/12-12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) - REFER TO INDIVIDUAL TRUSS DESIGN. FOR PLATE SIZES AND LUMBER GRADES Page #23J WARJONG. vorlfij desfgn parameters end READ NOTES ON TmS AND MCLUDED 8ZKREFRRENCE PAGE MU-7473 BEFORE USE. Design void for use only With MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. AppilcabBlyof design poromenters and proper incorporation of component Is responsibility of building desIgner not truss designer. Bracing shown Is for lateral support at Individual web members only. Addlitonol temporary bracing to Insure slabhilly during construction Is the responsibility of the erector. Additional permanent bracing at the overall structure Is the responsiblilly at the building designer. For general guidance regarding tabricotlon, quolty control, storage. delivery, erection and bracing. consull ANSIfIPIl Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53719. REPAIR TO REMOVE CENTER Mu/SAC -29 11/18/2004 PAGE I [ STUD ON A GABLE TRUSS MiTek industries, Inc. Ii ® Western Division THIS1. IS IS SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING = 24' O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT - This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 - 12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 24 C046433 EXP. 3-31-11 CAUc9. AUG 14 200 WAPJUilG. Verify design poren tere and READ NOTES ON 1'JIIS AND INCLUDED M ZKREESRSNCE FAGS &W-7473 BEFORE USE. Design valid for use only with Muck connectors. This design is based only upon parameters shown, and is for on Individual building component. Apptcabiifly of design poroment en and proper Incorporation of component Is responsibility of building designer, not truss designer. liroctog shown Is for lateral support of Individual web members only. Addlifonal temporary bracing to Insure sfabitty, during construction is the responslbfiilty of [he erector. Addilionol permanent bracing of the overall structures the responsibilfy of the building designer. For general guidance regarding fabrication, quoiliy conf rot, storage, delivery. erection and bracing. consult ANSI/It'll Quality Criteria, DSB.89 and DCSil Building Component Safety Information available from Tens Pfofe institute, 583 D'Onofrto Drive, Madison, WI 53719. 7777 Greenback lane sufte 109 citrus Heights, CA, 9561f ma MiTekri REPAIR TO NOTCH 2X6 TOP I MU/SAC -30 I 11/15/2004 I PAGE 1 CHORD ON A GABLE TRUSS MiTek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING. OF THE WOOD. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. THIS REPAIR IS TO BE USED FOR SINGLE PLYTRUSSES IN THE 2X_ ORIENTATION ONLY. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. S THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only.with trusses (spans less than 50) spaced 24" o.c. maximum, having pitches between 3/12 and-12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses hot fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ____ Page#25J WARJIDNQ. VerfJj design parameters and READ NOTES ON 77118 AND ThVLUDED l,V7EK REFERENCE PAGE 5811.7473 WORE USE. Design void for use only with Muck connectors. This design is based only upon parameters shown, and is for on Individual building component. Applcabflty of design poromenters and proper incorporation of component Is responsibility of building designer not truss designer. Bracing shown is for toleroi support of individual web members only. Addiiicmoi temporary bracing to insure stability during construction is the responsibiiiliy of lhe erector. Addliionol permanent bracing of the overall structure is the responsibiliy of the building designer. For general guidance regarding icbricoilon. quality control, storage, delvery, erection and bracing. consuii ANSt/TPI1 Quality Crtterla. 058.89 and BCStl Building Component Safely Information available tromiruss Plate Institute. 583 D'Onotrfo DrIve, Madison. WlS37t9. <'vl- O4ó433 EXP. 3-31-11 9F CAL2? AUG 14 20U9 ii r I s,reenoack Lane Suite 109 Isms[ citrus HeIghts, CA. 9561CM MiTek8 REPAIR. TO NOTCH 2X4 TOP -31 11/18/2004 PAGE I I CHORD ON A GABLE TRUSS Mu/SAC Ii MiTek Industries, Inc. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. THIS REPAIR IS TO BE.USED FOR SINGLE PLY TRUSSES IN THE 2X.... ORIENTATION ONLY. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF lOd (3" X 0.131") NAILS SPACED 6" O.C. *MIMUM STUD SPACING = 24° O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WI (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced, .' •24' o.c. maximum, having pitches between 3/12 and 12/12, total 'top chord-loads less, than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined Individually. TRUSS CRITERIA / =. LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 TOP CHORD: 2X4 (NO 2MIN) SPACING: 24" MAXIMUM PITCH: 3/12-12112 ç BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) * C0464 EXP. 331..11 REFER TO INDIVIDUAL TRUSS DESIGN ' civil FOR PLATE SIZES AND LUMBER GRADES - 40F CALO Page # 26 AUG -14 269 Vsr{fy detgn parwneters and READ NOTESTES ON )S AND INCLUDED 51115K REIUENCE FAGS !m7473 7777 Greenback Lane Suite 109 Design vofd for use only with MiTek connectors. This design Is based only upon parameters shown, and Is tar on Individual building component. I Citrus Heights, CA. 95 Applicability of design ooramenlem and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I Is far lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responstblllity of the I erector. Additional permanent bracing of the overall structure Is the responslbtlily of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPFI Quoflty Criteria, DSB.09 and BCSII Building Component Safety tntonnotlor, available, from Truss Plate InstItute, 583 DOnotdo Drive, Madison. WI 58719, I STANDARD REPAIR DETAIL 25% J MIIISAC -21A 5/3/2004 PAGE 1 MiTek Industries, Inc. Western Division 'OTAL NUMBER OF OF BREAK X - NAILS EACH SIDE MAXIMUM FORCE (Ibs) 25% LOAD DURATION SYP INCHES DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x4 2x6 14 21 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30" 2860 4320 2655 3982 2250 3375 2295 3442 22 33 36" 3520 5280 3245 4867 2750 4125 2805 4207 26 39 42" 4160 6240 3835 5752 3250 4875 3315 4972 30 45 .48" 4800 7200 4~256637 3750 562q 3825 5737 ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 1 O NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED Soc STAGGERED AS SHOWN.(.148'dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPUCATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. A WA.RJG. Vrfflj design peramctrs and RFADAF07ES ON 17178 AITh U4T2LODSD !dil7K RE1Z81Wc8PAG8 837.7473 E8.POIE use. 7777 Greenback Lane Design void for use only with MiTek canneclore. This design is based only upon parornelen shown, and Is for on IndivIdual building component.I Suite 1O Citrus Heights, CA, 9561 Applcabiltiy of design pararnenlers and proper incorporation at corrrpanenl Is responsibiliy at building designer - not truss designer. Bracing shown I Em erector. Addi tonal permanent bracing at the overall siruclure Is the responsibility of the building designer. For general guidance regarding I symi Is [or lateral supporl of Individual web merisben only. Additional temporary bracing to Insure sloblily using construction Is the responsiblltiy of the im fcrbdcolion. quo91y conlrol. storage. deilvery, erection and bracing, consult ANSIITPI1 Qualify Criteria, DSB-89 and BCSI1 Building Component rwl iTeI Solely Infermailon available tromfruss Plate lnsltIUlB, 583 D'Onol:la Drive, Madison, WI 53719. 7711 Greenback Lane Suite 109 Citrus Heights, CA. 9561 MiTek FALSE BTTOM CHORD FILLER DETAIL MU/SAC - I 3/10/2004 JPAGE I MiTek Industries, Inc. Western Division 1, TRUSS BOTTOM CHORD BRACED PER MAIN - TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LU MAX 3-0-0 EXTENSION 1x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-1Od COMMONS (TYP) FILLER VERTICAL STUD 2X4 STD OR BETTER LUMBER FILLER BC MAY BE SPLICED WITH 3x4 -r M20 PLATES OR WITH 2X4 NO2 2'-0" LONG kil 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131'X3.0" MIN) NAILS @4" O.C., 2 ROWS. NOTES: .) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE-AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = OPSF; DEAD: = 10 PSF TRUSS SPACING = 24" O.C. MAX MAX BOTTOM CHORD PITCH = 4/12 FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUST) TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS AREAS $PECIFI. ATJSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. c046433 EXP. 3-3 1-fl Page # 28 AUG 1 4 2009 WARNLWQ. VerCJj dnetgn p,smntero and RAI) haTES ON ThUS AND XNCLIJDSD MITEK REFERENCE PAGE M]7-7473 SBPOEE SIRE. Design vdild for use only with MiToir connectors. This design Is based only upon parameters shown, and Is tar an Individual building component. Apptcoblilly of design paromenlers and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is [or lateral support of Individual web members only. Addlllonol temporary bracing to Insure stability during construction Is the responslbilllly of the erector. Addillonol permanent bracing of [he overall structure Is the responstblllly of the building designer. For general guidance regarding fabrication, quofly contra storage. deilvery, erection and bracing, consult ANSlfiPIl Quality Criteria. 056-89 and BCS11 Building Component Solely Information available from Truss Plate Institute. 583 DOnoldo Drive. Madison, WI 53719. OVERHANG REMOVAL DETAIL Mit/SAC - 5C 12/6/2005 PAGE 1 MiTek Industries, Inc. Western Division TRUSS CRITERIA: LOADING: 25-18-0-10 (MAX) DURATION FACTOR: 1.15/1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR -2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 212 Page#29J 0 WAREDJTJ- Ver(fij doalgn pnrwnetore end P.FADNOTES ON flUE AND INCLUDED A=K REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and Is for an lnclMdual building component. Appilcablilly of design poramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral supporl of lndlylduol web members only. Additional lemporary bracing to Insure stability during conslruclian Is the responsibillily of the ereclor. Additional permanent bracing of the overall structure Is the responsibilily of the building designer. For general guidance regarding fabricallon. quality controL storage, deilvery, erection and bracing, consult ANSlfFPf 1 Quality Criteria, 058.89 and BCSII Building Component Safety I ntomiolion available from Truss Plale Insillule, 583 D'Onolrlo Drive. Madison. WI 53719. 7777 Greenback Lane . suRe los Cll,ua Heights, CA, 9561 MiTek 2x_ SCAB SCAB APPLIED OVERHANGS Mu/SAC -5 3/25/2004 PAGE 1 MiTek Industries, Inc. Western Division TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 S SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @.6" O.C.. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT ISRECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 1 12- 2 - 12 L7- Page # 30 AUG 14 2009 WiUilRTNG- Vw-lJij design parwns(Ors and READ NOTES ON 2WS AND INCLUDED AWI'F.E REFERENCE PAGE 8W7473 BIliIRE use. I Till Greenback Lane 5 I SuIte 109 Design Void for use only with Mliletr connectors. This design Is bused only upon parameters shàwn, and is for an individual building component. i Citrus Halgtris, CA, 966ijwIffil Appilcoblilly of design pararnenters and proper Incorporation at component is responsibility at building designer- not truss designer. Bracing shown erector. Additional permanent bracing of the overall structure is the responsiblilly of the building designer. For generDt guidance regarding I Is for lateral suppod of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility or the I lobstcaIlon. quality control, storage. deflvery. erection and bracing, consult ANSI/1 Quality Criteria, DSB.89 and BCSII Building Component I P/l iTek Selety intamsallen available tram Truss Plate InstItute. 583 D'Onotrto Drive. Madison, WI 53719. 77, ENGINEERING RDESIGN GROUP GEQIECHNICAL. CIVIL, SIRUCGUP.AL & ARCHITECTURAL CONSULTANTS A RESIDENTIAL & COMMERCIAL CONSTRUCTION 2121 Montiel Road, San Marcos, California 92069 (760) Date: October 13, 2009 -7302• Fax: (760) 480-7477 • www.designgroupca.com To: Rick Johnston 1027 Knowles Avenue Carlsbad, CA 92008 Re: Residential properties located at 1027 and 1011 Knowles Avenue, in the city of Carlsbad, California. ..' Subject: Plan Review Letter Ref: 1. "Limited Geotechnical Investigation and Evaluation, New Residential Properties to be Located at 1027 and 1011 Knowles Avenue, Carlsbad, California 92008" prepared by Engineering Design Group, dated July6, 2009. . 2. Foundation Plans and Details, sheets A2, S2 and S3, PREPARED BY Tin Kohl, dated April 24, 2009. :. We have prepared this letter as part of our geotechnical review of the project architectural and structural sheets referenced above. We find the plans are in general conformance with the above referenced soils report. S. If you have any questions regarding this addendum please do not hesitate to contact our office... ' Sincerely, 1 OFES ENGINEERING DESIGN GROUP f/( No. 65122 Erin EPst 10 9i ,i California Civil Engineer, RCE #65122 OF C . , co:)l5. TURPIN CONSUL TING JTURPINB US/NESScYAHOO. COM August 25, 2009 Mr. Richard Johnston 1027 Knowles Avenue Carlsbad, CA 92008 Re: Liniited Drainage Analysis for Proposed Single Family Dwellings 1011 & 1027 Knowles Avenue, Carlsbad, California Dear Mr. Johnston: Per your request I have prepared this limited drainage analysis to address the potential impacts your proposed proj ect may have on the existing drainage at the referenced site. Given the limited information available, such as site elevations and grades, several assumptions were made with reference to elevations and ground slope, and final site development to complete the analysis. My analysis was based on the site klan provided by your designer, Tim Kohl, of A Associated Design Group of San Diego. This plan shows the existing structures and' proposed structure locations including two detached garages and two single family homes and includes to concrete driveways. The area between the driveways will be landscaped and act as a small site retention basin. It should be noted that this is an existing condition in that the site drains toward the middle of both property's and forms a small shallow pond (puddle)-during heavy rain events. Assumptions were also made on any final landscaping and additional hardscape including any sidewalks or walkways. Any changes to the site plan that do not consider these assumptions may affect the results of this analysis. The analysis was comkleted using the methods outlined in the San Diego County Hydrology Manual (June 2003) with soil type taken from the USDA Soil Conservation Service Sbil Group Maps. Only the 100-year storm event was oonsidered. The results of this analysis are sumtharized in the table below: Condition Drainage Area# 100-Yr Discharge (cfs) Existing 1 0.47 'Existing 2 0.09 Proposed 1 1.15 Proposed " . 2 0.22 ej° V0-( TURPIN CONSUL TING JTURPJNB US/NESS YA HOD. COM Drainage Area 1 includes the majority of the site and directs runoff to the middle of the proposed driveways. As previously mentioned, this area between the driveways will retain the runoff during heavy rain events and will infiltrate into the ground as it currently does. The soil type is Type A (throughout the site) which consists of Marina loamy coarse sand that has a high infiltration rate with a low runoff potential. Drainage Area 2 is a small strip at the back of the lot that is directed toward the south. Runoff from this area is so small that it is unlikely any water would drain off the lot even under proposed conditions. The backside of the proposed structures can be drained through roof gutters toward this area with negligible impacts to the area. After the structures are complete, it is imperative that the ground slopes away from the structures at a minimum of 2% for at least 7 feet per the recommendations of the soils engineer. 'All roof gutter outlets should be equipped with a splash pad to disperse concentrated flows and minor drainage swales should be implemented to direct flows toward the landscaped retention area. Given the high infiltration rate of the soil, the proposed improvements should have negligible impacts to the existing conditions. Thank you for the opportunity to prepare this drainage analysis and if you have any questions, please do not hesitate to contact me. Sincerely, .P. Jim Turpin, P.E. Turpin Consulting Attachments 9 No. C 57695 J *\ Exp. 12-31-2009 J c!vt DISCHARGE CALCULATIONS DRAINAGE AREA 1 EXISTING CONDITIONS Drainage Analysis for Johnston Residences 1011 '& 1027 Knowles Ave. 330 10' 01' Lat, 1170 20 48.50" Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameter: Drainage Area 1 Area = 0.38 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C= .0.20 'Natural s Structure Area = 0.03 Acres (2 houses; 2 detached garages) Ccomposite = 0.27 (C=0.95 for 'structures, no additional hardscape) Time of Concntration T c._—T,+T Where: T i = Overland flow time of concentration = Travel time for concentrated flow Overland Flow T= Where: C = 0.27 - Runoff Coefficient D =- 70 Watercourse Distance (ft.) 5= 3 Slope (%) - assumed T, = 8.72. minutes Tt = Negligible wI, respect to T i Rainfall Intensity I=7.44P6 D 5 Where: P6 = 6-hour rainfall (adjusted) in inches D= Duration (or Ti) in minutes = 4.68 .. inch/hr ,Discharge -Q =CIA . Qi0o = 0.47 cfs 1of4 DISCHARGE CALCULATIONS DRAINAGE AREA 2 EXISTING CONDITIONS Drainage Analysis for Johnston Residences 1011 & 1027 Knowles. Ave. 330 10 01" Lat, 1170 20 48.50' Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameters: Drainage Area 2 Area .= 0.07 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C = 0.20 Natural Time of Concentration - TC =T, + Tt Where: 71 Overland flow time of concentration T t =jravel time for concentrated flow Overland Flow T 1.8(1.1—C),. ,- i .VS Where: C = 0.20 Runoff Coefficient D = 24 Watercourse Distance (ft.) S 3 Slope (%) - assumed T, 5.50 minutes Tt Negligible w/ respect to T i Rainfall Intensity I-7.44P6 D Where: P6 = 6-hour rainfall (adjusted) in inches P =Duration (or Ti)inminütes 1100 6.29- inch/hr Discharge Q=CIA 0i00 = 0.09 Cf S 20f4 DISCHARGE CALCULATIONS DRAINAGE AREA 1 PROPOSED CONDITIONS Drainage Analysis for Johnston Residences 1011 & 1027 Knowles Ave. 330 10'01" Lat, 1170 20'48.50" Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameters: Drainage Area 1 Area = 0.36 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C = 0.20 Natural Structure Area = 0.100 Acres Driveway Area = 0.059 Acres Total Impervious Area = 0.159 Acres Ccomposite = 0.53 (C=0.95 for structures, no additional hardscape) Time of Concentration T =T i +T 1 Where: T i = Overland flow time of concentration Tt = Travel time for concentrated flow Overland Flow 3 Where: C = 0.53 Runoff Coefficient D = 70 Watercourse Distance (ft.) S= 3 Slope (%) - assumed Ti = 5.94 minutes = Negligible w/ respect to Ti Rainfall Intensity 1=7.44 P6 DM5 Where: P6 = 6-hour rainfall (adjusted) in inches D = Duration (or T) inminutes '100 = 5.99 inch/hr Discharge Q=CIA 0100 1.15 cfs 3of4 DISCHARGE CALCULATIONS DRAINAGE AREA 2 PROPOSED CONDITIONS Drainage Analysis for Johnston Residences 1011 & 1027 Knowles Ave. 330 10'01 "Lat, 1170 20'48.50" Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 1 2.54 Parameters: Drainage Area Area = 0.08 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C= 0.20 Natural Structure Area = 0.030 Acres Driveway Area = 0.000 Acres Total Impervious Area = 0.030 Acres Ccomposite = 0.48 (C=0.95 for structures, no additional hardscape) Time of Concentration T=T 1 +T Where: Ti = Overland flow time of concentration Tt = Travel time for concentrated flow 1.8(1.1-C)' Overland Flow T = Where: C = 0.48 Runoff Coefficient D = 70 Watercourse Distance (ft.) S = 3 Slope (%) - assumed - T i = 6.46 minutes Tt = Negligible w/ respect to T Rainfall Intensity 1= 7.44 16 D 5 Where: P6 = 6-hour rainfall (adjusted) in inches D = Duration (or Ti) in minutes = 5.67 inch/hr Discharge Q = CIA Qoo= 0.22 cfs 4 of 4 EXISTI NG CONDFTIONS DR AINAGE 1011 & 1027.N.0WLS:VENUE, DRAINAGE AREA 2 DRAINAGE: AREA 2 88.50' P1. S89,57E : 68.50' PL 889.57E REAR YARD \ /.' REAR YARD (DIRT) P f (01R1) / DRAINAGE AREA 1 - - DRAINAGE AREA 1 IST IST N GARAGE : GARAGE -o------a ------- o-----a----- TO BE TO' REMOVJ i L .MOVEDJ . PONpING - BACKYARD 6± BACKYARD (GRASS) SIDE YARD :. SIDE YARD (DIRT) (DIRT) S EXISTING HOUSE I . . EXISTING HOUSE: TO REMAIN TO REMAIN /1 FRONT YARD I FRONT YARD DRAINAGE AREA 1 1-(GI A*SS)_... 1 DRAINAGE AREA 68.5LS8895FE 88.50'-PL S89.57E EDGE-'OF-'EX1STING7PAVEME CENTER LINE KNOWLES AVENUE LEGEND SCALE: 1 =30' PROPOSED CONDITIONS DRAINAGE 1011 & 1027 KNOWLES AVENUE DRAINAGE AREA 2 -.----------.'.. r68.50' DRAINAGE AREA 2 68.50' PL S89,57E . PL 589,57E 1' EAVES (1YP.) 1' EAVES (1YP.)_\ NEW 1152 SF NEW 1152SF - SINGLE FAMILY J_ - SINGLE FAMILY - DWELLING DWELLING DRAINAGE AREA 1 -4------.. . DRAINAGE AREA 1 DRAINAGE AREA 1 NEW GARAGE CONCRETE NEW4 THICK NEW GARAGE t (1YP.)-1 :,;: :..• 1'EAVES (TrP. YARD (GRASS) BACKYARD (GRASS) EXISTING HOUSE •. EXISTING HOUSE REMAIN TO \ •. TO REMAIN / FRONT YARD ? : :, FRONT YARD 6LjLS III1 .-='-: bff.5pLsa57r DRAINAGE AREA • LEGEND FLOW DIREC11ON PROPERTY LINE FENCE NOTE; ALL DRAINAGE SHALL BE DIRECTED AWAY FROM STRUCTURES AND SCALE: 1"=30' TOWARD RETENTION AREA A MINIMUM OF 1%. Johnston Residence County of San IJiego - - Hydrology Manual . 5 2 ,i till pJu tl 100 Year RtaII Eve 6 ot J \# \ \\ P6 = 2 54" 2 / rj4 — / J Project Location 1 t / / C' oiaj.t Notes 34, 0_ t•I U - _s > Vr- (Zh ji Ii 0 ENGINEERING DESIGN GROUP - GEOTECEINICAL. CT/IL, STRUCTURAL N ARCHITECTURAL CONSULTANTS FOR RESIDENTIAL U COMMERCIAL CONSTRUCTION ,2121 Montiel Road, San Marcos, California 92069 (760) 839-7302 • Fax: (760) 480-7477 www.designgroupca.com I LIMITED GEOTECHNICAL INVESTIGATION AND EVALUATION I NEW RESIDENTIAL PROPERTIES TOBELOA TED AT !oil &IO27KNOWLESAVENUE, A CARLSBAD, CALIFORNIA 92008 EDG Project No. 094560-1 -•1 S. July 6, 2009 1 I I 1 . S. - PREPARED FOR: S I Rick Johnston 1027 KnowlesAvenue Carlsbad, California 92008 . - 1 I ENGINEERING r DESIGN GROUP GEOIECHNICAL. CIVIL, SERUCRURAL E ARCHITECTURAL CONSULTANTS IOU RESIDENTIAL & COMMERCIAL CONSTRUCTION 2121 Montiel Road, San Marcos, California 92069• (760) 839-7302 • Fax: (760) 480-7477 • www.designgroupca.com Date: July 6, 2009 To: Rick Johnston 1027 Knowles Avenue Carlsbad, CA 92008 858.513.7567 w; 760.277.7053 c richardjohstonl@cox.net Re: Residential Properties located at 1027 & 1011 Knowles Avenue, Carlsbad, California Subject: Proposal for Geotechnical Engineering Services In accordance with your request and our Work Authorization and Agreement, dated June 3, 2005, we have prepared this getotechnical report for the proposed residential properties. The findings of the investigation, earthwork recommendations and foundation design parameters are presented in this report. In general it is our opinion that the proposed construction, 'as' described herein is feasible from a geotechnical standpoint provided the recommendations of this report and generally accepted construction practices are followed. If you have any questions regarding the following report please do not hesitate to contact oUr bifice. Respe y Submitted, EN I ERING DESIGN GROUP teven Norris Erin E Rist GE#259OçoFESS/o RICE #65122 OF TABLE OF CONTENTS - Page I SCOPE ..................................................................1 I SITE AND PROJECT DESCRIPTION ............................................. .1 SUBSOIL CONDITIONS ........................................................1 I GROUND WATER ............................................................2. ............................................................2 I LIQUEFACTION CONCLUSIONS AND RECOMMENDATIONS ................................... . :.. 3 GENERAL...............................................................3 I EARTHWORK .........................................................3 FOUNDATIONS ......................................................5 CONCRETE SLABS ON GRADE ...................................... .. . 6 I RETAINING WALLS ....................................................8 SURFACE DRAINAGE ....................................................9 I CONSTRUCTION OBSERVATION AND TESTING ................................10 MISCELLANEOUS .........................................................11 I FIGURES . Site Vicinity Map .....................................................Figure No. 1 I Site Location Map ..................................................Figure Test Pit Location Map ................................................Figure No. 2 No. 3 Test Pit Logs ................................................Test Pit Logs Nos. 1-3 APPENDICES I References .........................................................Appendix General Earthwork and Grading Specifications ..............................Appendix A B Testing Procedures .................................................. Appendix C Retaining Wall Drainage Detail ........................................Appendix D I . I I I SCOPE This report gives our recommendations for the proposed properties to be located at .1,011 & 1027 Knowles Avenue, Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work, conducted on-site to date, has included a visual reconnaissance of the properties and surrounding areas ,.a limited subsurface investigation and preparation of this report presenting our findings, conclusions; and recommendations. SITE AND PROJECT DESCRIPTION For the purposes of this report the front of the properties are assumed to face north. The subject properties appear to be rectangularly shaped adjacent lots located at 1011 & 1027 Knowles Avenue Carlsbad California The properties are bordered to the west east and south by single family residential homes, and to the north by Knowles Avenue. I The general topography of the site area consists of coastal foothill terrain. The site itself consists of two generally flat pads. At the time of this report the lots were improved each with a one story single family residential structure and a detached garage. I Based upon our conversations with the project owner and review of the project preliminary site plan we understand that development will consist of the following'- Design and construction of a new single family residence with a detached garage on each • property. Demolition of the existing residential structures. I SUBSOIL CONDITIONS Based upon our subsurface investigation of the property the site soil profiles and soil types are I ' described as follows: Fill/Weathered Sands: I Fill and weathered silty sands consisting of slightly silty sands with small roots. These profiles extend to depths of approximately 2-3 feet below adjacent grade Fill materials consist of dark to light brown, dry to slightly moist medium dense silty I sands with organics Fill and weathered materials are not considered suitable for the support of structures in their present state Slightly silty sands classify as SW- SM according to the Unified Classification System, and based on visual observation generally possess potentials for expansion in the low range. I V I Johnston Properties Page No. 1 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS V Sandstone Sandstone material underlie the fill and weathered profiles at the subject site. Sandstone materials consisted of reddish brown to brown, slightly moist, medium dense, slightly silty to silty sandstone. Sandstone materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW-SM according to the Unified Classification System, and based on visual observation and our experience possess potentials for expansion in the low range. GROUND WATER Ground water was not encountered as part of our subsurface investigation. Groundwater is not anticipated to be a significant concern to the project provided the recommendations of this report are followed. However, in our experience, groundwater conditions can develop where no such condition previously existed. Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the "Concrete Slab on Grade" section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and/or waterproofing consultant shall specifically address waterproofing details. LIQUEFACTION It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and álays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. Johnston Properties Page No. 2 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL CONSULTANTS CONCLUSIONS AND RECOMMENDATIONS GENERAL It is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and generally accepted construction practices are followed. In the area of the proposed new residences unsuitable soil profiles found to mantle the upper 2 I to 3 feet are not suitable for the support of settlement sensitive improvements in their present state. Based upon our review of the project plat we anticipate grading in the area of these improvements to include a removal and recompaction of unsuitable fill soils beneath the I proposed building envelope and shallow removals in the areas of the proposed driveways or other concrete hardscape improvements The following recommendations should be considered as minimum design parameters and shall be incorporated within the project plans and utilized I during construction, as applicable. I EARTHWORK We anticipate all new building foundations will be founded on recompacted fill material. Grading operations shall be conducted in accordance with the recommendations below as well as the Appendix B of this report, as applicable. I I. Site Preparation Prior to any grading, the areas of proposed improvement should be cleared of surface and subsurface debris (including organic topsoil and vegetative debris). I Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the. I undercut depths noted, should be filled and compacted using onsite material or an import material with a low potential for expansion. I 2. Removals Fill and weathered profiles found to mantle the site in our test pit excavations, I upper approximately 2 to 3 feet as observed in the field, are not suitable for the structural support of buildings or improvements in their present state and will require removal and recompaction. In generél grading should consist of the I . removal of unsuitable soil to competent subgrade materials, scarification of subgrade to a depth of 12 to 18 inches, andthe re-compaction of fill materials to 90 percent minimum relative compaction. Excavated fill materials are suitable I I Johnston Properties Page No. 3 1011 & 1027 Knowles Ave., Carlsbad, California Job No.094560-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL CONSULTANTS for re-use as fill material during grading, provided they are cleaned of debris and I oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination. Transitions Any structural sensitive improvements should be constructed on a uniform building pad. The entire building pad should be undercut a minimum depth below adjacent grade of 3 feet. Based upon our test pit excavations we anticipate minium removals of 3 feet. We anticipate the new main residence will be founded on footings bearing on recompacted fill material. Removals and undercuts should extend a minimum of 5 feet (or to a distance at least equal to. depth of fill removals, whichever is greater) beyond the footprint of the proposed structures including any pad footings for, and settlement sensitive improvements. Where this condition cannot be met it should be reviewed by the Engineering Design Group on a case by case basis. Removal depths should be visually verified by a representative of our firm prior to the placement of flu. A subgrade drain may be installed at building undercuts, as determined in the field at the time of grading. Undercut subgrade should be sloped at a minimum of 1% to the new drain, and the drain should be sloped at a minimum 1% to an acceptable daylight outlet. Refer to Canyon Subdrain Details in Appendix B of this report. - Fills I All fill in the area of removal and recompaction should be brought to +2% of optimum moisture content, and re-compacted to at least 90 percent relative compaction (based on ASTM D1557-91). Compacted fills should be cleaned of I loose debris, oversize material in excess of 6 inches in diameter, brought to near • optimum moisture content, and re-compacted to at least 90% relative compaction (based on ASTM D1557-91). Suruicial, loose or soft soils exposed or I encountered during grading (such as any undocumented or loose fill materials) should be removed to competent formational material and properly compacted prior to additional fill placement. I Fills should generally be placed in lifts not exceeding 6 to 8 inches in thickness. If the import of soil is planned, soils should have a low potential for expansion (Ek50), free of debris and organic matter. Prior to importing soils should be I visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. Where new foundations extend a cross .a retaining wall backfill wedge footings shall be deepened through fill to competent formational I sandstone. I I Johnston Properties . . Page No. 4 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECI1NICAL, CIVIL. STRUCTURAL CONSULTANTS . .. 5 Slopes Permanent slopes may be cut to a face ratio of 21 (horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio All temporary cut slopes shall be excavated in accordance with OSHA requirements The face ratio of temporary backcuts will be dependent upon the seasonal conditions at the time of the excavations Subsequent to grading, planting or other acceptable cover should be provided to increase the stability, of slopes especially during the rainy season (October thru April) FOUNDATIONS - V V The following design parameters maybe utilized for new foundations founded on recornpacte'd, V fill material 1 Footings bearing on compacted fill material may be designed utilizing maximum allowable soils pressure of 2,000 psf 2 Seismic Design Parameters ity 01 . Bearing values may be increased by 33% when considering wind seismic or other short duration loadings — 3. The following parameters should be used as a minimum for designing new footingwidth ;-.. and depth below lowest adjacent grade: ' V V V _•.J•V. - *Footing depths to be confirmed in the field bya representative of Engineering Design Group prior to the placement of steel and removal of excavation equipment - 4 All footings founded into recompacted fill should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground) For fcotings Johnston Properties Page No. 5 1011 & 1027 Knowles Ave., Carlsbad, California Job No." 094560-1 •,. V • • V' :'• ENGINEERING DESIGN GROUP GEOTECHNICAL, CML, STRUCTURAL CONSULTANTS Nb70f: looiT: — jr ..1.— . MihimüifflFäotingWidth -i :- - l - Supported - 4.. Ro Giad Below Lowest Adjacent 4 -M 5. 1,1911.6 IV i 31 15 inches ii'crKMM18 inches ,. ', 3 1. j.1.' 18 inchis i- 24 inches,iA - over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be I necessary, and should be reviewed by project structural engineer prior to construction. All isolated spread footings should be designed utilizing the above given bearing values I and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. For footings adjacent to slopes, a minimum of 12 feet horizontal setback in competent material or properly compacted fill should, be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the fàoting to slope I daylight. Where this condition can not be met it should be brought to the, attention of the Engineering Design Group for review. I 7. All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county I standards. 8. All foundation subgrade soils and footings shall be.pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. CONCRETE SLABS ON GRADE I Concrete slabs on grade founded on recompacted fill material should use the following as the minimum design parameters. 1. Concrete slabs on grade of the building should have a minimum thickness of 4 inches (5.5 inches at garage and driveway locations) and should be reinforced with #3 bars at I 18 inches o.c. placed at the midpoint of the slab. Slump: Between 3 and 4 inches maximum Aggregate Size: 3/4 - 1 inch I • Air Content: 5 to 8 percent Non-Moisture Sensitive Areas: Compressive Strength 2500 psi minimum. Moisture Sensitive Areas: Water to cement RatiO - 0.45 maximum Compressive I Strength = 4,000 psi minimum (No special inspection réquiredfor water to cement ratio purposes, unless otherwise specified by the structural engineer) Moisture retarding additive in concrete at concrete slab on grade floors and moisture sensitive areas. 2. In moisture sensitive areas (i.e. interior living space where 'slab vapor emission is a I concern), the slab concrete should have a minimum, compressive strength of 4,000 psi (non-special inspected) with a maximum water to cement ratio'of 0.45. This recommendation is intended to achieve a low permeability concrete. I I Johnston Properties ' . ' Page No. 6 1011 & 1027 Knowles Ave., Carlsbad, California ' , Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS The project architect and/or waterproofing consultant should provide all slab underdrain, I flooring sealers and various other details, specifications and recommendations (i.e Moiststop and Linkseal) at areas of potential moisture intrusion (i.e. basement slabs and slab penetrations). Engineering Design Group accepts no responsibility for design or I quality control of waterproofing elements of the building. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent I Modified Proctor Density, ASTM D-1557 (Figure 4), and as described in the Earthwork section of this report. I 5. A one inch layer of coarse sand material, Sand Equivalent (SE.) greater than 50 and washed clean of fine materials, should be placed beneath the slab. Sand should be rounded to avoid puncture of visqueen vapor retarder. In moisture sensitive areas, a I visqueen layer (15 mil proprietary) should be placed below the upper one inch of sand to act as a vapor retarder. The visqueen layer should extend down the interior edge of the footing excavation a minimum of 12 inches. The visqueen layer should lap a minimum I of 6 inches, sealed along all laps with the manufacturer's recommended adhesive, and extend down the interior edge of the footing excavation a minimum of 12 inches. Beneath the vapor retarder a uniform layer of 4 inches of pea gravel is recommended I under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. I 6. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are I desirable by the designer. All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent over I optimum moisture content to a depth of 18 inches. Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To I minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement I without transmitting this movement to the floor finishes. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To I minimize expected concrete cracking, the following may be implemented: Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The I Johnston Properties Page No. 7 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS level of pre-soaking should be a minimum of 2% over optimum moisture to a I depth of 18 inches. Concrete may be poured with a 10 inch deep thickened edge. Flatwork adjacent to top of a slope should be constructed with a outside footing to attain a minimum of 7 feet distance to daylight. I Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes I of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with I industry standards. Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the I collective drainage system, such that water is not trapped below the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete I quality and performance, and should pursue a costbenefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. RETAINING WALLS Retaining walls up to 6 feet, although not anticipated for this project based upon the preliminary site plan, may be designed and constructed in accordance with the following recommendations and minimum design parameters: Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report,, and should maintain minimum footing depths outlined in "Foundations" section of this report. It is anticipated that all retaining wall footings will be placed on recompacted fill material or competent formational sandstone. Where cut-fill transitions may occur footings may be deepened to formational material or alternative detailing may be provided by the Engineering Design Group on a case by case basis. 2. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining material with low potential for expansion (E.l. <50) will be used for backfill, and that the backfill surface will be level. Where soil with potential for expansion is not very low (E.l. >50) a new active fluid pressure will be provided by the project soils engineer. Backfill materials should be considered prior to the design of the retaining walls to ensure accurate detailing. We anticipate onsite material will be utilized as retaining wall backfill. For sloping backfill, the following parameters' may be utilized: Johnston Properties , Page No. 8 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Backfill Sloping Condition 2:1 Slope 1.5:1 Slope Active Fluid Pressure 50 pcf 65 pcf I Any other surcharge loadings shall be analyzed in addition to the above values. If the tops of retaining walls are restrained from movement, they should be designed for I an uniform at-rest soil pressure of 65 psf. Passive soil resistance may be calculated Using an equivalent fluid pressure of 300 pcf. This value assumes that the soil being utilized to resist passive pressures, extends I horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction I in available horizontal length. A coefficient of friction of 0.35 between the soil and concrete footings may be utilized to I resist lateral loads in addition to the passive earth pressures above. Retaining walls should be braced and monitored during compaction. If this cannot be I accomplished, the compactive effort should be included as a surcharge load when designing the wall. I 7. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix D. The waterproofing elements shown on our details I are minimums, and are intended to be supplemented by the waterproofing consultant and/or architect. The recommendations should be reviewed in consideration of proposed finishes and usage, especially at basement levels, performance expectations I and budget. If deemed necessary by the project owner, based on the above analysis, and waterproofing systems can be upgraded to include slab under drains and enhanced waterproofing elements. I 8. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of soil with a very low expansion potential, granular, free draining material. I SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play 'a critical role on the future performance of the dwelling and improvements. . Under no circumstances should water I be allowed to pond against or adjacent to foundation, walls, or tops of slopes. . The ground surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% fora I Johnston Properties . Page No. 9 1011 & 1027 Knowles Ave., Carlsbad, California . Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS - horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Any french drains, backdrains I and/or slab underdrains shall not be tied to surface area drain systems. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. I Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater I conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an I important component to the performance of onsite improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by I our investigation of the project area. Interpolated subsurface conditions should be verified in the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the I geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). Review of final approved structural plans prior to the start of work for compliance with geotechnical recommendations. Attendance of a pre-grade/construction meeting prior to the start of work. 1 3. Observation of keyway bottoms and undercut subgrade. Testing of any fill placed, including retaining wall backfill and utility trenches. Observation of footing excavations prior to steel placement and removal of excavation I equipment. Field observation of any "field change" condition involving soils. I 7. Walk through of final drainage detailing priOr to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site I observations. I I Johnston Properties Page No. 10 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECI-1NICAL, CIVIL, STRUCTURAL CONSULTANTS Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised "due diligence" in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a I minimum of 48 hours notice to mobilize onsite for field observation and testing. I MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks I and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above I can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. I Data for this report was derived from surface observations at the site, knowledge of local conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited soils I exposed at this site. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath I or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also I most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this 1 report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local I subsoil and seismic conditions, be retained to build the structure. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. I Johnston Properties Page No. 11 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 I ENGINEERING DESIGN GROUP GEOTECI-INICAL, CIVIL. STRUCTURAL CONSULTANTS RI VEIDE Co - I - - - no -H t 1t.çi. PAARINf CORPS BASE CAAP JOSEPH H PEHOLUOR Jr,10 L . in , 030 1031 .1033 -. -- 0 VAI A, - 'V - ........" . :.. .'' A, SdCH 811 1Q4 0 i1049 1050 105 - PUNTA LA 1066 106 IU6 101? 1 108. 108 %088 1 1091 OFo; 1105 1197 411 9 U 0 1111 LARL,1*0 '111 AN t .CQS 0 PACIFIC I I 1128 "k 1.PASMAL CHI Ff. 1146 1 .1118 50 1151 1 ]5 3 AOAl 11 SVLAI 1169 11 172 1173 4 176 L ..: - . ° ffiifrs- OC AIV I ' °'' H93 7' 1194! 1195 ioç °12 90 j. -421 01212 1213k 11.0 Ll 122 2 1 0123 SAN .°, - Ll •;15 I c. OH i1252...r1253 . V1254h125E ) f Lb 01267'' 27 111111 1.01 12 .I/IALHA 1273 NORTH JAOUI 1274, .127E APPROXIMATE SITE VICINITY PROJECT NAME Richard Johnston PROJECT ADDRESS Residential Properties located at 1027 & 1011 Knowles Avenue, Highland Ranch Road, Carlsbad, California EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 094560-1 2121 Montiel Road San Marcos, CA 92069 Phone: (760)839-7302 Fax: (760)480-7477 I I I I I I I I I I I I I I I I I I I RD APPROXIMATE SITE LOCATION PROJECT NAME Richard Johnston PROJECTADDRESS Residential Properties located at 1027 & 1011 Knowles Avenue, Highland Ranch Road, Carlsbad, California EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 094560-1 2121 Montiel Road, San Marcos, CA 92069 Phone: (760)839-7302 Fax: (760)480-7477 2 1 68.50' PL SeS.57E 66.50'PL SXX.57E rl m ---fl IIV [i - SING R k' '! FTI L NEW NT S2/// . NEW PIZV METE j 22-0 . 22-9% 22- 5-1T 140. 1 -SF SINGL _Lt NEW 4' THICK CONCRETE REMOVE / DRIVEWAY ETORy GARAGE CONCRETE 14 42.0 PL 050,07W h° PL S50,07W 142.0' PL 550.07W EXISTING 71 MISTING 720 06 . IS SE SINGLE sr SINGLE sio NousE . STalEr HOUSE . - LL . - - - - - 8- - L - - - - EDGE OF EXISTING PAVEMENT .p LOGE OF EXISTING PAVCMEI 3, APPROXIMATE LOCATION OF TEST PITS PROJECT NAME Richard Johnston . . . . . PROJECT ADDRESS Residential Properties located at 1027 & 1011 Knowles Road Highland Ranch Road Carlsbad California EDG PROJECT NUMBER ENGINEERING DESIGN GRO UP FIGURE GEOTECHMCAL, CIVIL, STRUCTURAL CONSULTANTS 094560-1 2121 Montiel Road, San Márcos, CA 92069 3 Phone: (760)839-7302 Fax: (760)480-7477 : . I LOGGED I I I I I I TESTPIT LOG NO. 1 BY: PR SAMPLED. BY: PR GEOLOGIC No. SAMPLE GEOTECHNICAL DESCRIPTION I ATTITUDES ORGANIC TOPSOIL & WEATHERED SOIL 0 TO 6" Organic soils and debris. 6" TO 2' Brown, dry, weathered, loose sands with some roots. SANDSTONE 2' - 3.5' Reddish brown to brown, slightly moist, medium dense sands. (SW—SM) - I APROXIMATE GRAPHIC (vl"—o' SCALE: SURFACE SLOPE: ± 0 TREND: 0' ___ 2.0' 40' 5.0' - TOTAL DEPTH = 3.5' 6.0' 7.0' I 2121 8.0' MONnM ROAD ENGINEERING II DESIGN GROUP SAN MARCO3.CA 92089 (780) 839-7302 . FAX (780) 480-7477 EXPLORATORY TEST PIT LOG - .. JOHNSTON RESDIENCE 1011 & 1027 KNOWLES AVE. CARLSBAD, CALIFORNIA JOB No. DATE TEST PITNo. 1 094560-1 . 6-30-09 I I I I I I I I I TEST P IT LOG NO. 2 B: PR GEOLOGIC No. SAMPLE CEOTECHNICAL DESCRIPTION I ATTITUDES ORGANIC TOPSOIL & WEATHERE D SOIL 0 TO 6" Organic soils and debris. 6" TO 2' Brown, dry, weathered, loose sands with some roots. SANDSTONE 2' - 2.5' Reddish brown to brown, dry to slightly moist, medium dense * sands. (SW—SM) - GRAPHIC (v)=O.5' APROXIMATE SCALE: SURFACE SLOPE: ± 0' TREND: - 1II III 0' 1l) lI1 1111 , 2.0' 3.0' 4.0' 5.0' - TOTAL DEPTH = 6.0' 7.0' 8.0' I111 ENGINEERING JI DESIGN GROUP 2121 MONTM ROAD SAN MARCOS, CA 92089 (760) 839-7302 FAX (780) 480-7477 . EXPLORATORY TEST PIT LOG . JOHNSTON RESDIENCE 1011 & 1027 KNOWLES AVE. CARLSBAD, CALIFORNIA JOB No. DATE TEST PIT. No. 2 094560-1 6-30-09 I I I I I I I I I I I TEST PIT LOG NO. 3 SAMPLED BY: PR GEOLOGIC No. SAMPLE GEOTECHNICAL DESCRIPTION I ATTITUDES _ ORGANIC TOPSOIL & WEATHERED SOIL 0 TO 6" Organic soils and debris. 6" TO 3' Brown, dry, weathered, loose sands with some roots. Gravel around 3' possible abandon leach line. SANDSTONE 3' - 4' Reddish brown to brown, dry, medium dense sands (SW—SM) - GRAPHIC (V)r=05 1 is SURFACE SLOPE ± 0 TREND 0' liii 1III.'ilIl• 1)11 Ii 2.0' 3.0' 40 5.0' - TOTAL DEPTH = 4' 6.0' . . 7.0' 8.0' ____________ ____________ ____________ ____________ . . 0 0• I SAN MARCOS, CA 02069 M1 ENGINEERING flIj DESIGN GROUP 2121 MONTIEL ROAD (760) 839-7302 FAX (780) 480-7477 . . EXPLORATORY TEST PIT LOG JOHNSTON RESDIENCE 1011 & 1027 KNOWLES AVE CARLSBAD CALIFORNIA JOB No. . DATE '. . . . . TEST PIT No 3 094560-1 6-30-09 APPENDIX A - REFERENCES California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. Day, Robert W. "Geotechnical and Foundation Engineering Design and Construction." 1999. McGraw Hill. Engineering Design Group, unpublished in house data. 5: Franklin, A.G. and Chang, F.K. 1977, "Permanent displacements of Earth embankments by Newmark sliding block analysis Report 5 Miscellaneous Paper S 71-17 U.S. Army Corp of Engineers, Waterways Experiment Statioh, Vickburg, Mississippi'." Greensfelder, R.W., 1,974 Maximum Crediblé'Rock Acceleration from Earthquàkés in California Division of Mines and Geology, Map Sheet 23. Lee, L.J., 1977, Potential foundation problems associated with earthquakes in San Diego in Abbott P L and Victoria J K eds.-Geologic Hazards in San Diego Earthquakes, Landslides, and Floods: San Diego Society of Natural HistOry John Porter Dexter Memorial Publication. Ploessel, M.R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199 State of California, Geologic Map of California, Map No. 1, Dated 1977. State of California, Fault Map of California, Map No. 1, Dated 1975. Structural Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. Tan, Siang S. And Kennedy, Michael; Geologic Map of the Oceanside; San Luis Rey, and San Marcos 7.5' Quadrangles, San Diego County, California: Plate 1 APPENDIX -B- GENERAL EARTHWORK AND GRADING SPECIFICA T I O N S 1.0 General Intent These specifications are presented as general procedures a n d r e c o m m e n d a t i o n s for grading and earthwork to be utilized in conjunction with t h e a p p r o v e d g r a d i n g plans. These general earthwork and grading specificati o n s a r e a p a r t o f t h e recommendations contained in the geotechnical report a n d s h a l l b e s u p e r s e d e d by the recommendations in the geotechnical report i n t h e c a s e o f c o n f l i c t . Evaluations performed by the consu!tánt during the course o f g r a d i n g m a y r e s u l t in new recommendations which could supersede these • s p e c i f i c a t i o n s o r t h e recommendations of the geotechnical report. It shall be the r e s p o n s i b i l i t y o f t h e contractor to read and understand these specifications, a s w e l l a s t h e g e o t e c h n i c a l report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geote c h n i c a l c o n s u l t a n t s h o u l d be employed for the purpose of observing earthwork proc e d u r e s a n d t e s t i n g t h e fills for conformance with the recommendations of the g e o t e c h n i c a l r e p o r t a n d these specifications. It shall be the responsibility of the c o n t r a c t o r t o a s s i s t t h e consultant and keep him apprised of work schedules -and changes, at least 24 hours in advance, so that he may schedule his personnel ac c o r d i n g l y . N o g r a d i n g operations should be performed without the knowle d g e o f t h e g e o t e c h n i c a l consultant. The contractor shall not assume that the geo t e c h n i c a l c o n s u l t a n t i s aware of all grading operations. It shall be the sole responsibility of the contractor to provid e a d e q u a t e e q u i p m e n t and methods to accomplish the work in accordance with appl i c a b l e g r a d i n g c o d e s and agency ordinances, recommendations in the. ge o t e c h n i c a l r e p o r t , a n d t h e approved grading plans not withstanding the testing an d o b s e r v a t i o n o f t h e geotechnical consultant. If, in the opinion of the c o n s u l t a n t , u n s a t i s f a c t o r y conditions, such as unsuitable soil, poor moistur e c o n d i t i o n , i n a d e q u a t e compaction, adverse weather, etc., are resulting in a q u a l i t y o f w o r k l e s s t h a n recommended in the geotechnical report and the specifi c a t i o n s , t h e c o n s u l t a n t w i l l be empowered to reject the work and recommend tha t c o n s t r u c t i o n b e s t o p p e d until the conditions are rectified.. Maximum dry density tests used to evaluate the degree o f c o m p a c t i o n s h o u l d b e I performed in general accordance with the latest version o f t h e A m e r i c a n S o c i e t y for Testing and Materials test method ASTM D1557. I 1 I 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing-. Sufficient brush, vegetation, roots and all oth e r deleterious material should be removed or properl y d i s p o s e d o f i n a m e t h o d acceptable to the owner, design engineer, gov e r n i n g a g e n c i e s a n d t h e geotechnical consultant. The geotechnical consultant should evaluate t h e e x t e n t o f t h e s e r e m o v a l s depending on specific site conditions. In gene r a l , n o m o r e t h a n 1 p e r c e n t (by volume) of the fill material shOuld consistof the s e m a t e r i a l s a n d n e s t i n g of these materials should not be allowed. 3.2 Processing: The existing ground whic h h a s b e e n e v a l u a t e d b y t h e geotechnical consultant to be satisfactory for s u p p o r t o f f i l l , s h o u l d b e scarified to a minimum depth of 6 inches. Exi s t i n g g r o u n d w h i c h i s n o t satisfactory should be overexcavated as specified i n t h e f o l l o w i n g s e c t i o n . Scarification should continue until the soils a r e b r o k e n d o w n a n d f r e e o f large clay lumps or clods and until the working s u r f a c e i s r e a s o n a b l y uniform, flat, and free of uneven features w h i c h w o u l d i n h i b i t u n i f o r m compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spo n g y , h i g h l y f r a c t u r e d , o r otherwise unsuitable ground, extending to su c h a d e p t h t h a t s u r f a c e processing cannot adequately improve the , c o n d i t i o n , s h o u l d b e overexcavated down to competent ground, as e v a l u a t e d b y t h e g e o t e c h n i c a l consultant. For purposes of determining quantities of m a t e r i a l s overexcavated, a licensed land surveyor/civil eng i n e e r s h o u l d b e u t i l i z e d . 3.4 Moisture Conditioning: Ovérexcavated and pro c e s s e d s o i l s s h o u l d b e watered, dried-back, blended, and/or mixed, a s n e c e s s a r y t o a t t a i n a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and proce s s e d s o i l s w h i c h h a v e b e e n properly mixed, screened of deleterious material , a n d m o i s t u r e - c o n d i t i o n e d should be recompacted to a minimum relative c o m p a c t i o n o f 9 0 p e r c e n t o r as otherwise recommended by the geotechnical c o n s u l t a n t . '1 I I I I I I I I I 3.6 Benching: Where fills are to be.placed on ground with slopes steeper th an 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. I 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill' benches, should be evaluated by the geotechnical consultant prior to fill placement. I 4.0 Fill Material I 4.1 General: Material to be placed as fill should be sufficiently freé,'of organic I matter and other deleterious substances, and shOuld be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended I by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches should not be buried or I placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does I not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or I underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 1 I I -3- I I 4.3 Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time shoul d b e given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously I evaluated to receive fill, in near-horizontal layers approximately 6 inches i n compacted thickness. Each layer should be spread evenly and thoroughl y mixed to attain uniformity of material and moisture throughout. 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blend e d , I and/or mixed, as necessary to attain a uniform moisture content ne a r optimum. I 5.3 Compaction of Fill: After each layer has been evenly spread, moi s t u r e - conditioned, and mixed, it shoyld be uniformly compacted to not less t h a n I 90 percent of maximum dry density (unless otherwise specified ) . Compaction equipment should be adequately sized and 'be eithe r specifically designed for soil compaction or of proven reliability, to effic i e n t l y I achieve the specified degree and uniformity of compaction. I 5.4 Fill Slopes: Compacting of slopes should be accomplished, in addition t o normal compacting procedures, by backrolling of slopes with sheepsfoo t rollers at increments of 3 to 4 feet in fill elevation gain, or by other metho d s I producing satisfactory results. At the completion of grading, the relativ e compaction of the fill out to the slope face would be at least 90 perc e n t . I I I I -4- I I 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discret i o n based on field conditions encountered. In general, the tests should be taken at approximate intervals of .2 feet in vertical rise and/or 1,000 cubi c yards of compacted fill soils. In addition, on slope faces, as a guideli n e approximately one test should be taken for each 5,000 square feet of slo p e face and/or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas pre v i o u s l y evaluated for suitability by the geotéchnical consultant, to confor m t o t h e approximate alignment and details shown on the plans or herein. The subd r a i n location or materials should not be changed or modified unless recommended b y the geotechnical consultant. The consultant, however, may recommend chang e s in subdrain line or grade depending on conditions encountered. All s u b d r a i n s should be surveyed by a licensed land surveyor/civil enginCer for line an d g r a d e after installation. Sufficient time shall be allowed for the survey, pri o r t o commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by .a representalive o f t h e geotechnical consultant (as necessary) during grading. If directed . by the geotechnical consultant, further excavation, overéxcavation, and refilling o f c u t areas and/or remedial grading of cut slopes (i.e., stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials I excavated during grading and/or determining the limits of ovérexcavation, a licensed land surveyo r / c i v i l engineer should be utilized. I i I -5- I I SIDE HI LL STABI LITY FI LL DETAIL EXISTING GROUND FINISHED SLOPE SURFACE F ACE - FINISHED CUT PAD PROJECT 1 TO I LINE FROM OUTSIDE EDGE OF KEY -If Yf,1II(II , PAcTE--- , O VERBURDEN OR UNSUITABLE ___ PAD OVEREXCAVATION DEPTH MATERIAL I IA17 AND RECOMPACTION MAY BE RECOMMENDED 13Y THE GEOTECHNICAL CONSULTANT BENCH BA3EO O° NS ACTUAL FIELD CONOITI ENCOUNTERED. ' T •fIl'/I1II 2 Is.MIN I COMPETENT BEDROCK OR MIN. LOWEST MATERIAL AS EVALUATED A KEY BENCH BY THE GEOTECHNICAL DEPTH (KEY) CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface Conditions *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-11/2 GRAVEL, FILTER FABRIC MAY BE DELETED SEE T-CONNECTION DETAIL 6• MIN. COVER - 4. 0 PERFORATED PIPE 4 MIN. BEDDING 6' IN. OVERLAP 7 3/4-l1/2' CLEAN GRAVEL 4Ø • NON-PERFORATED . PIPE... - FILTER FABRIC - ENVELOPE (MIRAFI 140N OR APPROVED EQUIVA LENT) * SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size Passing 1" 100 3/4" 90-100 3/8" 40-100 No. 4 25-40. No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 STA BILITY FI LL I BUTTRESS DETAIL OUTLET PIPES 4' 0 NONPERFORATED PIPE. 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTlCALLY, —BACK CUT 1:1 OR FLATTER Wilk BENCH SEE SUBORAIN TRENCH DETAIL ------------ --------------- ---------------- ---------------- -------------------- KEY % MIN. DEPTH ---------------------------- --------------------------- • 1 - lII ' I T H KEY WIDTH '1 AS NOTED ON GRADING PLANSI IS' MIN. LOWEST SUEDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET 10' MIN. ERFORATED , EACH SIDE PIPE NOk-PERFORATED CAP OUTLET PIPE T-CONNECTION DETAIL 111 SUBDRAIN TRENCH DETAIL Sand Equivalent >75 NOTES: For buttress dimensions, see geotechnical rep o r t / p l a n s . A c t u a l d i m e n s i o n s o f b u t t r e s s a n d s u b d r a i f l may be changed by the geotechniCal cons u l t a n t b a s e d o n f i e l d c 0 n d i t i 0 f l 3 . SUEDRAIN INSTALLATION -Subdrain Pipe shoul d b e I n s t a l l e d w i t h p e r f o r a t i o n s d o w n a s d e p i c t e d . At IcetlOflS recommended by the geotechnic a l c o n s u l t a n t . n o n p e r f o r a t e d p i p e s h o u l d b e I n s t a l l e d SUBORAIN TYPE-Subdrain type should be A c r y l o n trile Butadlefle Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SO R 3 2 . 5 s h o u l d b e u s e d f o r m a x I m u m f i l l d e p t h s o f 3 5 f e e t . Class 200, SDR 21 should be used for maximu m f i l l d e p t h s o f 1 0 0 f e e t . I I I I - EXIVT$N GROUND SURFACE ---------------------------------------- ---------------------------- BENCHI NG ----------------------- --------------- -------------------- UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE BELOW SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE 6 MON. OVERLAP MON. OVERLAP (MIRAFI 140N OR APPROVED So MIN. ell L4iN. COVER i GRAVEL 3/4-1112 CLEAN - GRAVEL (9111.3lft. MON.) 6 0 MON. * IF CALTRANS CLASS 2 PERMEABLE PERFORATED MATERIAL IS USED IN PLACE OF PIPE 314-11/2 GRAVEL, FILTER FABRIC MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH GRADE -... SUBDRAIN TRENCH SEE ABOVE -OMPACfED FILL----- - H5MIN.L. PERFORATED .15' MON. 6 0 MON. POPE NOMPERFORATED 6* 94 MIN SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size T. Passing 1" 100 3/4 90-100 3/8' 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent >75 I 11 I I Subdrain should be constructed only on competent material as evaluated by the geotechnical consultant. SUBDRAIN INSTALLATION Subdrain pipe. should be installed with perforations down as depicted. At locations recommended by the geotechnical consultant, nonpertorated pipe should be Installed. SUEDRAIN TYPE-Subdrain type should be Acrylonitrlle Butadiene Styrene (A.B.S.). Polyvinyl Chloride (PVC) or approved equivalent. Class 125, SOR 32.5 should be used for maximum fill depths of 35 feet. Class 200, SOR 21 should be used for maximum fill depths of 100 feet. I I I I ,rw w'r-Nt-;M1NU OETAILS FILL SLOPE PROJECT I TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING GROUND SURFACE REMOVE UNSUITABLE MATERIAL BENCH 4-c-2% MIN. 2' MIN.H-15' MIN;--- KEf LOWEST I DEPTH BENCH (KEY) ------------ - OMPACTED- FILL—OVER—CUT SLOPE FILL - EXISTING - --:--- 11VA GROUND SURFACEN\ BENCH I REMOVE UNSUITABLE )' MIN. LOWEST MATERIAL BENCH KEY (KEY) DEPTH I U- CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) - EXISTING GROUND 7/ SURFACE-._.,// I - CUT SLOPE CUT-OVER-FILL SLOPE /, ' (TO BE EXCAVATED PRIOR TO FILL PROJECT I TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL - REMOVE UNSUITABLE MATERIAL ENCH k—is' MIN 2' MIN LOWEST KEY BENCH DEPTH NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. I I I I I I I I RUCK DISPOSAL DETAI L SLOPE FACE ------------ PPILSH GAAIDE ------------ - - I IN.:---:-:-:. 0-'~, ffff: -------------------- ----------------- OVERSIZE WINDROW GRANULAR SOIL (S E..> 30) 70 BE DENSIFIED IN PLACE BY FLOOOIN DETAIL TYPICAL PROFILE ALONG WINDROW Rock with maximum dimensions greater tha n 6 i n c h e s s h o u l d n o t b e u s e d w i t h i n 1 0 f e e t vertically of finish grade (or 2 feet below dept h o f l o w e s t u t i l i t y w h i c h e v e r i s g r e a t e r ) , and 15 feet horizontally of slope faces. Rocks with maximum dimensions greater tha n 4 f e e t s h o u l d n o t b e u t i l i z e d i n f i l l s . Rock Placement, flooding of granular soil, a n d t i l l p l a c e m e n t s h o u l d b e o b s e r v e d b y t h i geotechnical consultant. Maximum size and spacing of windrows should b e i n a c c o r d a n c e w i t h t h e a b o v e d e t a i l Width of windrow should not exceed 4 feet . W i n d r o w s s h o u l d b e s t a g g e r e d vertically (as depicted). Rock should be placed in excavated trench e s . G r a n u l a r s o i l ( S . E . g r e a t e r t h a n o r e q u a to 30) should be flooded in the windrow to co m p l e t e l y f i l l v o i d s a r o u n d a n d b e n e a t h rocks. an I. APPENDIX -C LABORATORY TESTING PROCEDURES I Direct Shear Test Direct shear tests are performed on remolded and/or relatively Undisturbed samples which are soaked for a minimum of 24 hours prior to testing. After transferring the I sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of approximately 1 hour prior to application of shearing force. The samples are sheared in a motor- driven, strain controlled, direct-shear testing apparatus. After a travel of approximately 1/4 inch, I the motor is stopped and the sample is allowed to "relax" for approximately 15 minutes. Where applicable, the "relaxed" and "peak" shear values are recorded. It is anticipatedthat, in a majority I of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed values are therefore judged to be good estimations of effective strength parameters. Expansion Index Tests: The expansion potential of representative samples is evaluated by the I Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are lCaded to an equivalent I 144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium is reached. Classification Tests: Typical materials were subjected to mechanical grain-size analysis by wet sieving from U.S. Standard brass screens (ASTM D422-65). Hydrometer analyses were performed where appreciable quantities of fines were encountered The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring logs. APPENDIX D- MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL (NOT TO SCALE) WX THIS DETAIL REPRESENTS THE MINIMUM WALL DRAINAGE AND WATERPROOFING APPLICAI1ON TO SATISFY THE STRUCTURAL DESIGN INTENT OF THE RETAINING WALL THE ARCHITECT OR DESIGNER OF RECORD FOR THE PROJECT SHALL BE RESPONSIBLE FOR THE DESIGN AND SPECIFJC411ON OF THE WATERPROOFING ASSEMBLY. TOP OF WALL - BLDG WHERE APPLIES () COMPACTED BACKFILL 90% MIN. RELATIVE COMPACTION HLM 5000 INSTALLED PER MANUFACTURER'S SPECIFICATIONS & PROTECTED WITH PROTECTION BOARD (ABOVE MIPADRAIN) MAS1TC NOT TO 00 BE EXPOSED TO SUNLIGHT () MIPADRAIN (OR EQUAL) INSTALLED END MIRADRAIN = - I PER MANUFACTURER'S SPECIFICATIONS OVER 94S11C WATERPROOFING () MIPAfl FILTER FABRIC 6" LAP () 3/4" GRAVEL (I SF / FT) RETAINING WALL 3 (CONC OR CMU) 4" DA PERFORATED DRAIN LINE (SCH 40 OR EQUIV.) PERFOR411ONS ORIENTED DOWN 2 X GRADIENT TO SUITABLE OUTLET - EXACT PIPE LOCATION TO BE DETERMINED BY SITE 4 CONSTRAINTS ®PROPOSED SLOPE BACKCUT PER OStL4 STANDARDS OR, PER ALTERNATIVE SLOPING PLAN, OR PER APPROVED SHORING PLAN ()41W (45) CONCRETE CAN 0 FTC/WALL CONNECTION (UNDER WALL FOOTING WATERPROOFING) FOAM PROTECTION BOARD BELOW GRADE & LA' PROTECTION BOARD 4 C ABV GRADE PER MFR SPECIFICATION a. c 4... C a INSTALLATION NOTES 4 a . a .0 a a MANUFACTURER'S CERTIFIED C-. INSTALLERS ONLY. a . a APPLICATIONS TO BE CONFIRMED BY ALT LOCATION MANUFACTURER'S REPRESENTATIVE PROJECT NAME PROJECT ADDRESS JOB NUMBER ENGINEERING DESIGN GROUP FIGURE PIll 2727 MONTIEL RD SAN MARCOS, CA 92069 (760) 839-7302 FAX (760) 480-7477 (,. ?~~, SN,\ CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Develooment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov T •''.. - This form must be completed by the City-the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. JOHNSTON RESIDENCE CB090756 1027 KNOWLES AVE 155-271-35-00 RICHARD JOHNSTON NEW SFD,CONVERT ORIG. HOME TO 2DU V-N I . New DWelling Unit(s) 1152' Sc'uarè Feet of Living Area in New Dwelling Project Name Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description Building Type: 'Residential Second Dwelling Unit: Residential Additions Net Square Feet New Area Commercial/Industrial Nt Square Feet New Area City Certification of Applicant Information: Date: 10-05-09 Carlsbad Unified School District Fj Vista Unified School District El San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 215 Mata Way Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) San Marcos, CA 92069 (290-2619) Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District D San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the-person executing this declaration is authorized to sign on behalf of the Owner. 91~_I~~ Signature: Date: 11-10--2 00 eZ B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: . . The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT I I4rt1!, ! NIP 4p IJiill4?* I ,+J' DATE OVLQrv1hL( PHONE NUMBER ThoO 3l(o B-34 Page 2 of 2 Rev. 03/09 nap-', Approved Date By Building Planning EFire nQuality bern Fire HazMaVHealth - Stormwa Workers Comp. TT - — ..'°" uare - Date Date r CB090756 1027 KNOWLESAV JOHNSTON RES-DEMO EXIST 320 SF GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN -Am ---_.---_--.-.--.--__.---- CB090756 1027 KNOWLES AV / JOHNSTON RES-DEMO EXIST 320 SF GARAGE-BUILD NEW 1152 SF HOUSE-TO BE MAIN DWELLING & NEW 663 SF GAR, ORIG HOME TO ) BECOME 2DU AFTER CONVERTING 90 SF OF HOME FOR STORAGE LEAVING 626 SF 2DU NEW HOME GIVEN ADDRESS OF 1029 KNOWLES SDU STAYS AS 1.027 RESDL SFD2U Lot#: JOHNSTON RICHARD B JR 2tt J (f&4L) p S) Jo g(zto- Ohzj MOtVAJ ar. AY b'os Wt1 res iA Z COr (. 5e-i--5 TliTh IA) - h ct IcA iE5 - Zi~-G jr - Ft -5 4 eo i t c11(09 jV1U. T LI! £- -O 5 Need? U Done 0 Done U Done O Done r 1 ( I. • S •• S. 'S City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-16-2010 Plan Check Revision Permit No:PCR10098 Building Inspection Request Line (760) 602-2725 Job Address: 1027 KNOWLES AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 1552713500 Lot #: 0 Applied: 09/08/2010 Valuation: $0.00 Construction Type: 5B Entered By: RMA Reference #: CB090756 Plan Approved: 09/16/2010 PC #: Issued: 09116/2010 Project Title: JOHNSTON RES- REVISE PLANS TO Inspect Area: LEAVE BEDROOM #2 AS HABITABLE SPACE-TO BE USED AS Applicant: Owner: JOHNSTON RICHARD B JR JOHNSTON RICHARD B JR 15106 EASTVALE RD 15106 EASTVALE RD POWAY CA 92064 POWAY CA 92064 Plan Check Revision Fee $81.00 Additional Fees $0.00 Total Fees: $81.00 Total Payments To Date: $81.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition"of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any tees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PLAN CHECK REVISION Development Services Building Division 414!h> CITY OF APPLICATION 1635 Faraday Avenue 760-602-2719 CARLSBAD B-I 5 Plan Check Revision No. C,f / (2 Original Plan Check No. 75 Project Address /02 7 /ôi/'S /9z/ Date 2I//2 Contact i'Riz 7aj_c 7v'Ph_673_77 Fax Email Ø'M4flô /(x,,t'E't egq2. I Contact Address_/077 '/c Ci4ry&4t O. zip !Z, 4 General Scope of Work 4) Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: , Plans E Calculations Soils E Energy Other 2 Describe revisions in detail / v/ac f/,Jtv ;<./ -'uj /?dJ 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets ~ / toJ pAi , CeItt F4Lqe p1 a,rM4 OLA4/ 5 Does this revision, in any way, alter the exterior of the project? EJ Yes 6 Does this revision add ANY new floor area(s)? LII Yes 2-1q 6- 7 Does this revision affect any fire related issues? Yes 8 Is this a complete set? 9-1s LII No I Signature 1635 Faraday Avenue, Carlsbad, CA 920cW Phone: 760-602-2717/2718/2719 Fax: 760-602-8558 www.carlsbadca.gov EsGil Corporation In Partnership with Government for Bui&uing Safety DATE: September 13, 2010 CJURIS CANT JURISDICTION: Carlsbad REVIEWER U FILE PLAN CHECK NO.: PCR10-098 (09-756) SET: I PROJECT ADDRESS: 1027Knowles Avenue PROJECT NAME: Revise Floor Plan for Existing Dwelling-Add Interior Walls El 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 checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant. contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant-that the plan check has been completed. El Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Phone #: Date contacted (by: Fax #: Mail Telephone Fax In Person REMARKS: All sheets of plans must be signed by the person responsible for their preparation. Show smoke detectors inside and outside of bedroom (s) and should reflect minimum R-1 3 at walls in common with storage if now unconditioned. By: Ray Fuller Enclosures: LOG Esgil Corporation E GA El MB El EJ El PC (P) 09/10/10 rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 "Carlsbad PCR10-098 (09-756) September 13, 2010 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR10-098 (09-756) PREPARED BY: Ray Fuller DATE: September 13, 2010 BUILDING ADDRESS: 1027 Knowles Avenue BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb 113y Ordinance Bldg.. Permit Fee by Ordinance Plan Check Fee by Ordinance I Type of Review: El Complete Review El El Other Repetitive Fee Hourly r Repeats EsGil Fee * Based on hourly rate El Structural Only 0.75 Hr. © * $86.00 I $80.631 I $64.501 Comments: . Sheet 1 of 1 macvalue.doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER PCRI 0098 DATE 9-8-10 ADDRESS 1027 KNOWLES AV RESIDENTIAL ADDITION- POOL/SPA MINOR (<17,000.00) TENANT IMPROVEMENT RETAINING WALL COMPLETE OFFICE BUILDING VILLAGE FAIRE. ... p OTHER ADDITION OF WALLS PLANNER GINA RUIZ . DATE 9/10/10 ENGINEER S. DATE____________ 1I:\AQMIN\COUNTER/PLANNING/ENCtNEIfl1NG APPROVALS