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Home My WebLink About1070 CHESTNUT AVE; ; CB122399; Permit01-29-2013 Job Address Permit Type Parcel No- Valuation Occupancy Group. # Dwelling Units Bedrooms. Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB122399 Building Inspection Request Line (760) 602-2725 1070 CHESTNUT AV CBAD RESDNTL Sub Type SFD Status. ISSUED 2051124600 Lot# 0 Applied 11/14/2012 $381,095 00 Constuction Type 5B Entered By LSIVl Reference* Plan Approved 01/29/2013 0 Structure Type SFD Issued. 01/29/2013 5 Bathrooms 4 Inspect Area Ong PC #• Plan Check # PRATT RES- BUILD NEW 3,036 SF TWO STORY HOME/ 712 SF GARAGE/100 SF COVERED PATIO/1 FIREPLACE Applicant JAMES CHINN STE 114 2120 JIMMY DURANTE BL DEL MAR CA 92014 850-755-5863 Owner PRATT SONJA R 2470 SUNRISE DR BISHOP CA 93514 Building Permit $1,801 06 Meter Size FSI Add'l Building Permit Fee $0 00 Add'l Red Water Con Fee $0 00 Plan Check $1,260 74 Meter Fee $414.00 Add'l Plan Check Fee $0.00 SDCWA Fee $4,492 00 Plan Check Discount $0 00 CFD Payoff Fee $0.00 strong Motion Fee $38.11 PFF (3105540) $6,935 93 Park in Lieu Fee $0 00 PFF (4305540) $6,402 40 Park Fee $0 00 License Tax (3104193) $0 00 LFM Fee $0 00 License Tax (4304193) $0 00 Bndge Fee $0 00 Traffic Impact Fee (3105541) $2,810 00 Other Bndge Fee $0 00 Traffic Impact Fee (4305541) $0 00 BTD #2 Fee $0 00 Sidewalk Fee $0 00 BTD #3 Fee $0 00 PLUMBING TOTAL $228 00 Renewal Fee $0 00 ELECTRICAL TOTAL $83 00 Add'l Renewal Fee $0 00 MECHANICAL TOTAL $96 26 Other Building Fee $0 00 Housing Impact Fee $0 00 HMP Fee $0 00 Housing InLieu Fee $4,515 00 Pot Water Con Fee $3,549 00 Housing Credit Fee $0 00 Meter Size FS1 Master Drainage Fee $0 00 Add'l Pot Water Con Fee $0 00 Sewer Fee $842 00 Red Water Con. Fee $0 00 Additional Fees $0 00 Green BIdg Stands (SB1473) Fee $12 00 Fire Spnnkler Fees $0 00 Green BIdg Stands Plan Chk Fee $0 00 Green BIdg Stands Plan Chk Fee TOTAL PERMIT FEES $33,479 50 Total Fees $33,479 50 Total Payments to Date $33,479 50 Balance Due: $0.00 Inspector FINAL Date .APPROVAL 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 Govemment 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 sen/ice fees in connection with this project NOR DOES IT APPLY to any (eess/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv othenwise expired 01-29-2013 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW120494 Job Address Permit Type Parcel No Reference # CB# Project Title Pnonty 1070 CHESTNUT AV CBAD SWPPP 2051124600 CBI22399 Lot# PRATT RES- BUILD NEW 3,036 SF HOME/ 712 GARAGE/100 SF PATIO COVER M Applicant JAMES CHINN STE 114 2120 JIMMY DURANTE BL DEL MAR CAA 92014 858-755-5863 status- Applied Entered By. Issued Inspect Area Tier ISSUED 11/14/2012 LSM 01/29/2013 1 Owner PRATT SONJA R 2470 SUNRISE DR BISHOP CA 93514 Emergency Contact SONJA PRATT 760-587-5459 SWPPP Plan Check SWPPP Inspections Additional Fees $51 00 $216 00 $0 00 TOTAL PERMIT FEES $267 00 Total Fees $267 00 Total Payments To Date $267 00 Balance Due: $0.00 FINAL APPROVAL DATE ^'Zl^- SIGNATURE L CITY OF CARLSBAD BuildUng Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph. 760-602-2719 Fax: 760-602-8558 email: bullding@carlsbadca.gov www.carlsbadca eov Plan Check No. Est. Value 3 ^"1 ^ Plan Ck. Deposit /.>^7.(^3 Date n ) SWPP fAOM'^H^ JOB ADDRESS SUITE#/SPACE#/UNIT# CT/PROJECT # ^ ((i^ # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK: /nc/ude Square Feet of Affected Area(s) l<50 pA^iO EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YEsVl* NOD AIR CONDITIONING YES • NOl FIRE SPRINKLERS YES ISa. NO • APPLICANT NAME (Primary Contact) APPLICANTNAME (Secondary Contact) ADDRESS STATE, CITY STATE ZIP PHC FAX PHONE FAX EMAIL EMAIL 1^ PROPERTY OWNER NAME CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY ^ ZIP CITY STATE ZIP PHONE „ FAX PHONE FAX EMAIL EMAIL ARCH/J3ESIGNER NAME & ADDKESS STATE LIC # STATE LIC # CITY BUS LIC# (Sec 70315 Business and Professions Code Any City or County which requires a permit to construct alter, improve, demolish or repair any structure, pnor to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis forthe alleged exemption Any violation of Section 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) Workers' Compensation Declaration I hereby affirm under penalty of perjury one ofthe foliowing declarations a I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued a I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My workers' compensation insurance earner 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 n Certificate of Exemption. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING: Failure to secure workers'compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE •AGENT DATE / hereby affirm (haf / am exempt from Contractor's License Law for the foliowing reason In I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's I License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving lhat he did not build or improve for the purpose of sale) • I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) • I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement • Yes • No 2 I (have / have not) signed an application for a buildmg permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number) 5 I will ptovide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) R r^uf '' • ^PROPERTY OWNER SIGNATURE I name / address / phone •AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Acf • Yes • No Is the applicant or future building occupant required to obtain a permit fiom the air pollution control distnct or air quality management distncP • Yes • No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site'' • Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address i I certily that I have lead the application and statethattheabove information isoinectand thatthe infoimabon on the plansisaccurate I agree tocomply with aii City ordinancesand State laws relatngto building consbiicbon. I hereby authonze representative of the City of Cailsbad to enter upon the above mentoned property for inspecton puiposes I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILfTlES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CffY IN CONSEQUENCE OF THE GRANTING OF THIS PERMfF OSHA OSHA permit is required for exoavatons over 5'0' deep and demoliton or constucton of stuctures over 3 stones in height EXPIRATION Eveiy peimit issued by the Building Official unfler hie provisions of this Code shall expire by limitaton and become null and void if the building or wort( authonzed by such peimit is not commenced within 180 days fiom the date of such perniit omheb»(il^ing or ^rk aiflpraed by such permit is suspended or abandoned at any tme after the wori< is commenced for a penod of 180 days (Secton 106 4 4 Unifomn Building Code) vfiS"APPLICANT'S SIGNATURE DATE Inspection List Permits: CB122399 Type: RESDNTL SFD Date Inspection Item 08/26/2013 89 Final Combo 08/26/2013 89 Final Combo 08/23/2013 89 Final Combo 08/23/2013 89 Final Combo 08/15/2013 61 Footing 08/15/2013 92 Compliance Investigation 08/15/2013 92 Compliance Investigation 08/15/2013 92 Compliance Investigation 07/24/2013 22 Sewer/Water Service 07/08/2013 22 SewerAA/ater Service 06/12/2013 23 Gas/Test/Repairs 06/07/2013 17 Interior Lath/Drywall 06/07/2013 18 Exterior Lath/Drywall 05/30/2013 27 Shower Pan/Roman Tubs 05/29/2013 84 Rough Combo 05/24/2013 84 Rough Combo 05/21/2013 13 Shear Panels/HD's 05/20/2013 13 Shear Panels/HD's 04/22/2013 15 Roof/Reroof 03/18/2013 14 Frame/Steel/Bolting/Weldin 02/20/2013 11 Ftg/Foundation/Piers 02/13/2013 11 Ftg/Foundation/Piers Inspector PD MC PD PD PD MC PD PD PD PD PD PD PD PD PD PD PD PD PD Act AP Rl Rl CO Rl AP AP AP AP AP AP AP AP AP AP CO AP CO AP PA AP AP PRATT RES- BUILD NEW 3,036 SF TWO STORY HOME/ 712 SF GARAGE/100 Comments CMI SAID OK TO FINAL UNSURE OF CODE "GRADING" BUILDING SEWER TO POC Wednesday, August 28, 2013 Page 1 of 1 EsGil Corporation In (Partnership with government for (BuiCding Safety DATE: 01/25/13 • APPLICANT • JURIS JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-2399 SET III PROJECT ADDRESS- 1070 Chestnut Ave. PROJECT NAME: SFD/Garage/Covered Porch/Trellis for Pratt Residence XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone Date contacted: (by: ) Email: XI REMARKS: Appointment Applicant Hand Carried Plans to the City By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC (P) 01/23/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with government for (BuiCding Safety DATE: 01/15/13 • APPLICANT J2JURIS JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 12-2399 SET II PROJECT ADDRESS: 1070 Chestnut Ave. PROJECT NAME: SFD/Garage/Covered Porch/Trellis for Pratt Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: James Chinn 2120 Jimmy Durante Suite 114 Del Mar, Ca. 92014 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Chinn Telephone #:(858) 755-5863 Date contacted: (by: ) Email: jameschinn400(ggmail.com Mail Telephone Fax In Person • REMARKS. By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 01/10/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 12-2399 01/15/13 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1) . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify that the final sets of plans and any new calculations will be stamped and signed by the architect of record also. Only revised calculations were stamped and signed. Original submitted calculations still are unsigned. 5. Provide truss details and truss calculations for this project. The truss calculations and plans do not appear to coincide in various areas. Will discuss in meeting. 10. Girder truss to be designed for appropriate loads and post/spread footings will be required at each end. Detail continuous roof diaphragm, appropriate truss hangers, blocking, edge nailing and drag strap from girder to wall. Still seems to apply. 14. Scope of work on permit application states 100 sq ft covered porch. Do not see where sq footages of trellis was noted and could not determine what is occurring at entry as shown on sheet 2 and cross section /\/5. Please clarify as appears to be covered but roof framing does not address this. Could not see where cover sheet noted sq footages of trellis and covered porches. 17. Specify stringer size and spacing and show how top and bottom of runs are structurally supported. Reference detail 13/D-2 to applicable locations on the plans. See steps leading to laundry room . Carlsbad 12-2399 01/15/13 18. Instantaneous water heaters are shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. No lengths noted for gas lines and they are undersized. 22. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub*panels. If placed in a shear wall and flush mounted then detail opening in shear wall. Please note if 200 amp service is flush or surface mounted. 27. The roof plan is reflecting tile roof. The truss calculations are reflecting less than 3 in 12 (see "G" trusses at left side) Please verify this is allowed by the tile company and if so provide the required underlayment requirements. Still seems to apply. 32. Please provide a and the plywood shear wall above and provide calculations and details showing how out-of plane loads will be resisted at that (hinge) point. If the strong wall is being used to resist loads from the low roof diaphragm, show how the lateral loads from the low roof diaphragm will be dragged into the top of the strong wall. The strong walls and lateral load path in general are in question as well as verifying either lateral calculations provided or plans reflecting how complies with conventional framing. 37. Could not determine how lateral loads are transferred from upper roof diaphragm thru walls to foundation below. See right side of section B on sheet 6? Still seems to apply. 39. Please recheck all details to verify that they are complete and/or correct. See for example where referencing detail 7/D6 to line A on sheet 8? Still seems to apply. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) • 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 Partnership with government for (BuiCding Safety DATE: 11/26/12 • AEBLLQANT JURIS JURISDICTION- Carlsbad O^tAN^EVIEWER • FILE PLAN CHECK NO.- 12-2399 SET I PROJECT ADDRESS: 1070 Chestnut Ave. PROJECT NAME: SFD/Garage/Covered Porch/Trellis for Pratt Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. X The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: James Chinn 2120 Jimmy Durante Suite 114 Del Mar, Ca. 92014 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: James Chinn Telephone #:(858) 755-5863 Date contacted: M 12-7(by: vqi, ) Email: jameschinn400egmail com ^dMail-^ Telephone Fax In Person • REMARKS: By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 11/16/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 12-2399 11/26/12 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 12-2399 JURISDICTION: Carlsbad PROJECT ADDRESS: 1070 Chestnut Ave. FLOOR AREA: Dwelling 3036 Garage 712 Covered Porch 100 Trellis 100 STORIES: 2 HEIGHT: 21 ft per CBC REMARKS- DATE PLANS RECEIVED BY JURISDICTION: 11/14/12 DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/16/12 DATE INITIAL PLAN REVIEW COMPLETED: 11/26/12 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105 4 of the 2009 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 up list when you submit the revised plans. Carlsbad 12-2399 11/26/12 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1) . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify that the final sets of plans and any new calculations will be stamped and signed by the architect of record also. Calculations were not stamped or singed. 3. Could not locate this Cal-Green note on the plans. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction The moisture content must be determined by the contractor by one ofthe methods listed in CGC Section 4.505.3. 4. Vanous places are noting non-compliant water conserving fixtures i.e. sheets 1 and 10 are noting 1.6 gal per flush. Recheck all locations to show that they comply with table imprinted on sheet 2. 5. Provide truss details and truss calculations for this project. Truss design to include FAU(s) in attic where applicable. Verify dead loads and clearances for FAU/catwalk are provided and attic access framing when exceeds 24" in width. The truss design drawings must contain all the information listed in Section R802.10. The roof framing plan on sheet 9 does not match the truss calculations provided . For example plans to reflect girder truss location at nook and fill in convention framing where applies, front of bay master bedroom at bay window pop out etc. No girder truss shown above line 3 on sheet 9, girder truss shown at line B and should be between lines B and C and verify 4 xlO adequate for point load. Recheck all locations 6. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e., a "review" stamp on the truss layout or a letter). CBC Section 107.3.4.2. Carlsbad 12-2399 11/26/12 7. All truss to truss connections to be specified on either plans or truss calculations. 8. Attic access is shown greater than 20 ft to FAU and location of FAU and attic access as well as clear level catwalk with minimum 30" head clearance is question. 9. Line C is reflecting a 4x8 flush beam in line with wall and if this is the case then truss calculations would need to be 3 >2" shorter than shown where abuts this beam? 10. Girder truss to be designed for appropriate loads and post/spread footings will be required at each end. Detail continuous roof diaphragm, appropriate truss hangers, blocking, edge nailing and drag strap from girder to wall. 11. The plans did not address support for the bow window shown at kitchen. Is this to be a factory assembly? If so note this and if not then provide details for support of frame to include either foundation, or adequate knee braces with positive post to wall and post to frame connections. Detail to include type member attaching to and size, length and spacing of lags for example required for bottom of window and roof framing member sizes, ledger, hips, ceiling joist size, spacing etc 12. No details shown for how trusses are to support the bay window at master bedroom. 13. No details provided for trellis support at front of garage. Knee brace detail to reflect size of knee brace, number and size of connections i.e. lag bolts with minimums depth of penetration noted or thru bolt size and spacing etc. 14. Scope of work on permit application states 100 sq ft covered porch Do not see where sq footages of trellis was noted and could not determine what is occurring at entry as shown on sheet 2 and cross section A/5. Please clarify as appears to be covered but roof framing does not address this. 15. Could not locate where plan address fire separation between single car garage and studio. 16. Studio requires a carbon monoxide alarm in order to protect sleeping occupant as there is no hallway leading to this room. 17. Specify stringer size and spacing and show how top and bottom of runs are structurally supported. Reference detail 13/D-2 to applicable locations on the plans. 18. Instantaneous water heaters are shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Carlsbad 12-2399 11/26/12 19. Could not locate where plans addressed the handrails. Reference detail 13/D2 to the plans with information below. a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.7.3 for alternatives. c) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. d) Ends of handrails shall be returned or shall have rounded terminations or bends. 20. 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: For example the soils report requires 10 mil and foundation details reflect 6 mil. Recheck all locations. 21. Provide a letter from the soils engineer confirming that the foundation 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 (required per page 11 of the soils report). 22. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub*panels. If placed in a shearwall and flush mounted then detail opening in shear wall. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Sub panels if provided cannot be placed in fire wall, closets, and bathrooms or in any area where that does not provide a minimum 30" clear width, 36" clearance in front and adequate head clearance. 23. Please review detail 8/D-1 as per soils report footings require 2 #4's T&B and only one horizontal bar shown and retaining up to 4 ft? 24. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stainA/ells if applicable. Section R308.4 See 5050 at nook due to exterior door, 2066's at entry etc. Recheck all locations. 25. How does bonus room receive required 4% of area in ventilation? 26. Plans seem to reflect 2 x4 studs for 12 plus ft framing. Please provide the calculations to verify adequate. 27. The roof plan is reflecting tile roof. The truss calculations are reflecting less than 3 in 12 (see "G" trusses at left side). Please verify this is allowed by the tile company and if so provide the required underlayment requirements. Carlsbad 12-2399 11/26/12 28. Please detail and reference ledger attachment to wall specifying size of ledger, adequate attachment to wall (i.e. lag screw size and spacing), fire blocking at ledger line etc. See covered porches/trellis? 29. Residential ventilation requirements: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". • Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. • Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. 30. No details provided for Strong walls. Noting SW24 x 12 x6 at line 5. There is a raised floor below and would have to assume that stem wall mud sill extends to bottom of the floor diaphragm. If this is the case then how is the floor joist supported? In addition there needs to be a complete structural elevation showing the interface between the strong wall reflecting not only support the foundation but how roof diaphragm loads are to be transferred to the Strong Walls below. It is unclear if this a vaulted ceiling above etc 31. If applies: The plans are proposing a Strong Wall at rake wall condition. The wall IS generally required to be ballooned framed in order to prevent a hinge point for out of plane wind loads for example. Detail and reference length and type of shear if required above the Strong Wall in order to complete lateral load path from roof sheathing to foundation. 32. If applies Please provide a and the plywood shear wall above and provide calculations and details showing how out-of plane loads will be resisted at that (hinge) point. If the strong wall is being used to resist loads from the low roof diaphragm, show how the lateral loads from the low roof diaphragm will be dragged into the top ofthe strong wall. 33. Noting 6 ft long x 28" wide for all Strong walls. See laundry room where plans do not reflect footing extending 2 plus ft past right side of the right SW? 34. No details provided for how floor diaphragm loads are to transfer to exterior walls where openings occur i.e. see stairs. Carlsbad 12-2399 11/26/12 35. Could not locate how underfloor girders are to be supported at the stem walls i.e. additional spread footings/post or GH's etc or if to rest on stem walls then detail and reference this as well as noting hangers. If this is the case then verify how it will be supported where abuts the SW? 36. Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with the provisions of Section R703.7. If this cultures stone then plans should reflect this. 37. Could not determine how lateral loads are transferred from upper roof diaphragm thru walls to foundation below. See right side of section B on sheet 6? 38. Reference all details to applicable locations and cross out or remove those that do not apply. Various details do not appear to apply (4/D1 ?) and should for example reference 6/D2 to line 3. 39. Please recheck all details to verify that they are complete and/or correct. See for example where referencing detail 7/D6 to line A on sheet 8? • CITY OF CARLSBAD REQUIREMENTS 40. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 41. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 42. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) • 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. Carlsbad 12-2399 11/26/12 ^DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 12-2399 PREPARED BY. Ray Fuller DATE: 11/26/12 BUILDING ADDRESS- 1070 Chestnut Ave. BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 3036 110 17 334,476 Garage 712 26 21 18,662 Covered Porch 100 9 59 959 Fireplace 1 2,621.34 2,621 Air Conditioning 3036 4 19 12,721 Fire Spnnklers 3748 3 11 11,656 TOTAL VALUE 381,095 Jurisdiction Code cb By Ordinance BIdg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review D Repetitive Fee ^ Repeats [Zl Complete Review • Other j—J Hourly EsGii Fee • Structural Only Hr @ $1,801.06 $1,170.69 $1,008.59 Comments. Add one hour for Cal-Green $86 Sheet 1 of 1 macvalue doc + CITY OF PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 1/16/13 PROJECT NAME: Pratt Residence_Lot 3 M14819 PLAN CHECK NO: CB 12-2399 SET#: II ADDRESS: 1070 Chestnut Av VALUATION: $358,518 PROJECTID:CT01 12 APN: 205-112-46 SCOPE OF WORK: BUILD NEW 3,036 SF TWO STORY HOME/ 712 SF GARAGE/ 100 SF COVERED PATIO/1 FIREPLACE ON VACANT LOT You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. / This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required fj Yes ^ No This plan check review Is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: jameschinn400@gmaii.com PLANNING 'A'-riMi-ft i^&||lf|RjN^-4¥« n~"| Chris Sexton I -.-J 760-602-4624 Chris.Sexton@carlsbadca.gov '"'1 Kathleen Lawrence J 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan •-^ 760-602-4663 Gregory.Ryan@carlsbadca.gov ! i 7-0 60 : "075 Gina hyy,„carisbc.dca.gov X Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov " I Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov "j Dominic Fieri i 760-602-4664 Dominic.Fieri@carlsbadca.gov NOTES: "*RiGHT OF WAY PERMIT REQUIRED FOR D-27 CURB CORE CUT. APPLICATION AND REQUIREMENTS AVAILABLE ON-LINE: WWW.CARLSBADCA.GOV/DEVEL0PMENT-F0RMS ""SUBMITTAL MUST BE MADE AT LEAST (2) WEEKS PRIOR TO WORK BEING DONE* 7' CITY OF CARLSBAI PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 12/10/12 PROJECT NAME: Pratt Residence_„Lot 3 M14819 PLAN CHECK NO: CB 12-2399 SET#: I ADDRESS: 1070 Chestnut Av VALUATION: $358,518 PROJECT ID:CT 01-12 APN: 205-112-46 SCOPE OF WORK: BUILD NEW 3,036 SF TWO STORY HOME/ 712 SF GARAGE/ 100 SF COVERED PATIO/1 FIREPUCE ON VACANT LOT You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes 1 No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: jameschinn400@gmaiLcom 760602-4610 '11^^^602-2750 : • 760-602-41154,-^, 1 riO 602"4o2'-, j C!iys.Sc;/iGii;':~ca«'K''..!ck:r:.. Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov ; Qioo '"'-'iiz \/ Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov xAmh vVong "•^7:7-C ')2-i^f«07 f /frtliit-,'7oii!7^'Carisoai.-<:C' 1 —' 760 602-4c*S4 \ Remarks: Pratt Residence Lot 3 iV114gl9 PLAN CHECK HO it CB 12-2399 Any outstanding issues will be marked with . Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division, items that conform to permit requirements are marked with ~7~ NOTE: Please include a sheet index or add a note to the architectural site plan vvhich cross references the civil drainage plan. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale, show: /Tl North arrow / : Existing & proposed structures > Existing street improvements ' Property lines (show all dimensions) 'Z Easements ...„.:/......l Right-of-way width & adjacent streets Show on site plan: X j " X'. L / Dnveway widths [„ Label existing or proposed sewer lateral I Label existing or proposed water service I Completely remove city title block from civil plot/drainage plan sheet / J Drainage patterns / ' Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course / ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" / Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception / Sewer and water laterals should not be located within proposed dnveways, per standards Include on title sheet: • X '' : Site address f •!•/_] Assessor's parcel number ' '• / \ Legal descnption/lot number " ' ^ . For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc) previously ! approved ' n Show all existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No LOT 3 MAP 14819 Subdivision/Tract RIVA GARDENS Reference No(s) DWG 128-1 E-36 Page 2 of 6 REV 6/01/12 Pratt Residence Lot 3 M14819 PLAN CHECK NO # CB 12-2399 2. DISCRETIONARY APPROVAL COMPLIANCE / . Project does not comply with the following engineenng conditions of approval for project no CT 01-12 3. DEDICATION REQUIREMENTS ! ! J ""'] Dedication for all street rights-of-way adjacent to the building site and any storm dram or "\ " utility easements on the building site is required for all new buildings and for remodels with a 1 value at or exceeding $ 20,000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, i cost S605 00 • 'Dedication required as follows Dedicated per Map 14819 4. IMPROVEMENT REQUIREMENTS —i J yi^ii 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 I $100,000 00, pursuant to Carlsbad Municipal Code Section 18 40 040 I / Public improvements required as follows Per improvement plan, DWG 155-7 Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40 Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the city prior to issuance of a building permit / ' Future public improvements required as follows As per recorded Neighborhood improvement agreement, NIA 04-01, Recorded 06/09/2004 as DOC#2004-0538023 E-36 Page 3 of 6 Pratt Residence_Lot 3 M14819 PLAN CHECK NO S CB 12-2399 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Gode [/[JInadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans. If no grading is proposed write: "NO GRADING" '[ • Grading Permit required NOTE The qradinq permit must be issued and rough qradinq approval obtained pnor to issuance of a building permit "1 Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) All required documentation must be provided to your Engineenng Construction Inspector . The inspector will then j provide the engineenng counter with a release for the building permit ! [ ;l| No grading permit required ' \ Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements 6. MISCELLANEOUS PERMITS 7/ RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or pnvate work 1 " adjacent to the public nght-of-way Types of work include, but are not limited to street ! improvements, tree tnmming, dnveway construction, tying into public storm dram, sewer and water utilities l|L/j Right-of-way permit required for D-27 drain and any new utilities within the public right-of-way. E-36 Page 4 of 6 REV 6/01/12 Pratt Residence Lot 3 M14819 PLAN CHECK NO « CB 12-2399 7. STORM WATER The SWPPP must include a site plan f of BMP's - see attached guidelines ...... for the requirements. X Construction Compliance / Project Threat Assessment Form complete. [7^ Enclosed Project Threat Assessment Form incomplete [j Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW 12-494 ) Please identify any ofthe proposed low impact design features on the plans. The drainage plan shows a proposed D-27 on the plans - is there filtration of storm water before it reaches the drainage system? Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance 111 I Storm Water Standards Questionnaire complete Xj Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal Project IS subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways Rainwater harvesting (ram barrels or cistern) Vegetated Roof • Bio-retentions celi/rain garden ; Pervious pavement/pavers Flow-through planter/vegetated or rock dnp line ; Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape i Other E-36 Page 5 of 6 REV 6/01/12 Pratt Residence Lot 3 M14819 PLAN CHECK NO » CB 12-2399 9. WATER METER REVIEW Plan calls out existing WM - please clarify, WATER METER BOX. ADD NOTE: 1" meter to be purchased X Domestic (potable) Use \ 1 What size meter is required"? FYI ^ Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shali be a 1" meter. NOTE, the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. IFYT] For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be Vi 8. FEES ; /J Required fees have been entered in building permit * / ! Drainage fee applicable Added square feet Added square footage in last two years'? Permit No Permit No Project built after 1980 Impervious suri'ace > 50% Impact unconstructed facility [_/j Fire spnnklers required i/sVes Upgrade \_j yes [TZJ No fees required yes [/J no [ [yes "no . 'yes J Jno L.'yes Clino no (IS addition over 150' from center line) no 10, Additional Comments Attachments:^ j Engineering Application / Storm Water Form j Right-of-Way Application/Info. E-36 Page 6 of 6 ,: Reference Documents REV 6/01/12 .V *BMP SITE PLAN REQUIREMENTS SUBMIT AS PART OF STORM WATER POLLUTION PREVENTION PLAN, SWI2-494 *"* 5 Scale of map Site Map Features displayed on the map must include • An outline of the entire property • Location and brief description of construction activity areas (e g grading, building, trenching, fueling areas, waste container area, wash racks, hazardous matenal storage areas, etc) • Location and flow direction arrows for existing drainage facilities (ditches, channels, inlets, storm drains, etc) • Location of existing storm water BMP controls (sediment basins, oil/ water separators, sumps etc) • Location of proposed storm water BMP controls with brief description or legend reference E-29 Page 3 of 3 LOT 3 M14819 RIVA GARDENS *« Fee Calculation Worksheet ENGINEERING DIVISION Prepared by. Linda Ontiveros Address: 1070 Fees Update by: Date 12/10/12 Date: Fees Update by: GEO DATA: LFMZ: i / B&T: n/a BIdg. Permit* Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Single family Types of Use: Types of Use- Types of Use: Sq.Ft./Units 3,036 sf Sq Ft./Units Sq.Ft./Units Sq.Ft,/Units ADT CALCULATIONS: List types and square footages for all uses. EDU's- 1.00 EDU's. EDU's. EDU's: Sq.Ft./Units 3.036 sf Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units Types of Use: Single family Types Of Use: Types of Use: Types of Use: FEES REQUIRED: Within CFD:DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) V^NO ADTs. 10 ADTs: ADT's: ADTs: 1. PARK-IN-LIEU FEE.UNW QUADRANT ADT'S/UNITS: 2. TRAFFfC IMPACT FEE; ADTS/UNITS: 10 3. BRIDGE & THOROUGHFARE FEE: ADTS/UNITS: 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: 5 SEWER FEE EDU's 1.0 BENEFIT AREA: EDU's 6. DRAINAGE FEES- ACRES: . 7 POTABLE WATER FEES: X PLDA: [jNE QUADRANT FEE/ADT: FEE/ADT: $281 DIST#1 FEE/ADT ZONE: FEE/SQ FT./UNIT: FEE/EDU^^$«J96 FEE/EDU: IZlHIGH FEE/AC: :SE QUADRANT l=$ =$ 2,810 =DIST.#2 =$ LJ W QUADRANT DIST.#3 I MED UNITS (1) CODE FS1 CONN. FEE 3,549 METER FEE 414 SDCWA FEE 4492 TOTAL 8,455 •This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 602-2719 for a complete listing of fees"* STORM WATER Development Services Land Development Engineering .' / .^im%X ^ CITY OF STANDARDS Development Services Land Development Engineering .' / .^im%X ^ CITY OF QUESTIONNAIRE 1635 FaradayAvenue CARLSBAD E-34 760-602-2750 www.carlsbadca gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the foliowing criteria: YES NO 1 Houslnq subdivisions of 10 or more dwellinp units Examples sinale familv homes, multi-familv homes, condominium and apartments X 2 Commercial - preater than 1-acre Anv develooment other than heavv industry or residential Examples hosoitals. laboratories and other medical facilities, educational institutions, recreational facilities, municipal facilities, commercial nurseries, multi-apartment buildings, car wash facilities, mini-malls and other business complexes, shopping malls, hotels, office buildings, public warehouses, automotive dealerships, airfields, and other light industnal facilities 3 Heavv Industrial / Industrv- areater than 1 acre Examples manufacturina olants. food orocessina plants, metal working facilities, pnnting plants, and fleet storage areas (bus, truck, etc ) 4 Automotive repair shoo A facilitv cateaorized in anv one of Standard Industnal Classification (SIC) codes 5013. 5014, 5541, 7532-7534, and 7536-7539 5 Restaurants Anv facility that sells prepared foods and drinks for consumotion, includina stationarv lunch counters and refreshment stands selling prepared foods and dnnks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numenc sizing cntena requirements and hydromodification requirements 6 Hillside develooment Any develooment that creates 5,000 sauare feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater 7 Environmentallv Sensitive Area (ESA)^ All development located within or directiv adiacent^ to or discharaino directly^ to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurring condition 8 Parkinq lot Area of 5,000 sauare feet or more, or with 15 or more parkina spaces, and potentially exposed to urban runoff 9 Streets, roads, hiahwavs, and freewavs Any oaved surface that is 5.000 sauare feet or areater used for the transportation of automobiles, trucks, motorcycles, and other vehicles 10 Retail Gasoline Outlets Servina more than 100 vehicles per day and areater than 5.000 sauare feet r-11 Coastal Development Zone Any oroiect located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10% 12 More than 1-acre of disturbance Proiect results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project" 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies, areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego, and any other equivalent environmentally sensitive areas which have been identified by the Copermittees 2 "Directly adjacent" means situated within 200 feet ofthe Environmentally Sensitive Area 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels In general, these include all projects that contnbute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces Section 1 Results: If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 E-34 Page 2 of 3 REV 4/30/10 • CITY OF CARLSBAI STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: YES NO 1 Project results in the disturbance of more than 1-acre or more of land and is consideied a Pollutant-generating Development Project (see definition in Section 1) X If you answered NO, please proceed to question 2 If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORI-fY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below 2 Is the project redeveloping an existing pnority project type"? (Pnority projects are defined in Section 1) If you answered YES, please proceed to question 3 If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below 3 Is the proiect solely limited to lust one of the followinq /< a Trenching and resurfacing associated with utility work"? b Resurfacing and reconfiguring existing surface parking lots'? c New sidewalk construction, pedestnan ramps, or bike lane on public and/or pnvate existing roads'? d Replacement of existing damaged pavemenf? If you answered NO to ALL of the questions, then proceed to question 4 If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 below 4 Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet ofthe Pacific Ocean and (l)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%"? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below SECTION 3 Questionnaire Results: My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater critena per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP Applicant Information and Signature Box Address Assessor's Parcel Number(s) Applicant Name ^ Applicant Title ApjJficartt-Sigfiatui^ Date E-34 Page 3 of 3 REV 4/30/10 STORM WATER Development Services Land Devetopment Engineering 'W CITY OF STANDARDS Development Services Land Devetopment Engineering 'W CITY OF QUESTIONNAIRE 1635 Faraday Avenue CARLSBAD E-34 760-602-2750 www.carlsbadca.gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment pnonty projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP) Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits) The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional cntena called 'Pnonty Development Project Requirements' Many aspects of project site design are dependent upon the storm water standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts City staff has responsibility for making the final assessment after submission of the development application If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by the applicant, this will result in the return of the development application as incomplete In this case, please make the changes to the questionnaire and resubmit to the City. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Land Development Engineenng staff A separate completed and signed questionnaire must be submitted for each new development application submission Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects of the project Please answer the questions below, follow the instructions and sign the form at the end. 1. Is your project a significant redevelopment? DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site Significant redevelopment includes, but is not limited to: the expansion of a building footprint, addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity, and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2 If your project IS NOT considered significant redevelopment, then please proceed to Section 1. E-34 Pagel of3 REV4/30/10 1 ^ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 FaradayAvenue 760-602-2719 www.carlsbadca gov am applying to the City of Carlsbad for the following type(s) of construction permit: G)/Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the ' following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because It meets the "no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level My project does not meet any ofthe High, Moderate or Low Threat criteria described below Tier 1 •Low Threat Assessment Criteria M My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria • Results in some soil disturbance, and/or ^ • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) r/er2 - Moderate Threat Assessment Criteria • My project does not meet any of the Significant Threat assessment Cntena described below and meets one or more of the following criteria • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 1516 of the Carlsbad Municipal Code), or, • Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following cntena • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) r/er3 - Significant Threat Assessment Criteria • My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas and/or • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. The City Engineer may authonze minor vanances from the Stom Water Threat Assessment Cntena in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted Project Address Assessor Parcel No Owner/Owner's Authorized Agent Name Title Owner/Own^s-Authotlzed Agent Signature Date CitytSoncurrence By: Date • YES QNO Project ID B-24 Page 1 of 1 Rev 03/09 CITY OF CARLSBAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Threat to Storm Water Quality Tier 3 Tier 3 - Hiqh Construction Threat Assessment Criteria High Tier 3 • Project site is 50 acres or more and grading will occur during the rainy season • Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site IS moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) • Site slope IS 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through Apnl 30). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tier 3 Tier 3 - Medium Construction Threat Assessment Cntena Medium Tier 3 • All projects not meeting Tier 3 High Construction Threat Assessment Critena Medium Tier 2 Tier 2 Hiqh Construction Threat Assessment Critena • Project IS located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site IS moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope IS 5 to 1 or steeper • Construction is initiated dunng the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Construction Threat Assessment Cntena Medium Tier 2 • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier 1 Tier 1 - Medium Inspection Threat Assessment Criteria • Project IS located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site IS moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tier 1 Tier 1 - Low Inspection Threat Assessment Critena Low Tier 1 • All projects not meeting Tier 1 Medium Construction Threat Assessment Cntena Low Exempt - Not Applicable -Exempt *The city engineer may authorize minor variances from the construction threat assessment cntena in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 ^ CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER COMPUANCE CERTIFICATE / lUly project Is not In a category of permit types exempt from the Construction SWPPP requirements My project Is not located Inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to neart>y receiving waters by way of storm water runoff or non-storm water discharge(s). ^ My project does not require a grading plan pursuant to tlie Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carisbad Municipal Code) ^ My project VMil not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more ofthe additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturijed area is located along or within 30 feet of a stonn drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or vi/ill extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBIUZATION OF POLLUTANTS SUCH AS SEDIIWENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD, OWNER(S579WNE"F\'Sj\GENJ NA^E (PRIW^ V OfiJE ' STORMWATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CrrY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. , 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INF0RIVIAT10N Site Address: IQ76 OffeSTMOT A'VE:. Assessor's PaiceiMui<Bber. 205- llZ- ^(g Project ID; CT \'L> Constmction Permit No.: Estimated Construction Start I3ate. Project Duration 12<- Months Emergency Contact: Name: .SOMJA pRATT 24 hour Phone: 7(^" ^B"] - Perceived Threat to Stomn Water Quality [H^edium • Low If medium box is checked, must attach a site plan sheet showing proposed wori< area and location of proposed etoictural BMPs l/f\j FCARLSBAD lABfDTIER 1 SWPPP Approved By: Date: vS7 (3 E-29 Page 1 of 3 REV 4/30/10 Erosion Control BIVIPs Sediment Control BMPs Best Management Practice (BMP) Description Geotextiles & Mats Wbod Mulching Earth Olces and Drainage Swales Slope Drains Sin Fence Sediment Trap Checit Dam Fiber Rolls Gravel Bag Berm street Sweeping and Vacuuming Sandbag Bamer Storm Drain Inlet Protertion Stabilized Constmction Ingress/Egress Stabilized Constmction Roadway Water Conservation Practices Paving and Grinding Ctoerations Potable Water/lmgation Vehicle and Equipment aeanina Material Delivery and Storaae Material Use Stockpile Management Spill Prevention and Solid Waste Htanaaen:ient Hazardous WSste Manaoement Concrete Waste Mananement CASQA Designation Constmction Activity EC-7 EC-8 s UJ EC-11 ^ SE-1 SE-3 SE-4 SE-5 ^ SE-6 SE-7 SE-8 SE-10 . TR-1 1 TR-2 NS-1 <? w z NS-7 «9 M Z WM-1 WM-2 WM-3 t i WM-6 Grading/Soil Disturbance • • Trenching/Excavation r Stockpiling Drilling/Boring Concrete/Asphalt Saw cutting / Concrete flatwori< • Paving Conduit/Pipe Installation J Stucco/Mortar Wori< l/ 1/ Waste Disposal / Staging/Lay Down Area l/ / Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Tracking Control BMPs Non-Stoim Water Management BMPs Waste Management and Materials Pollution Control BMPs Instmctions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed constmction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box Immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of ttie fomn. Then place an X in the box at the place wtiere the activity row intersects with tt>e BMP column. Do this for each activity that wad checked off and for each of the selected BMPs selected from the list. For Example - if the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list fbr something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Constmction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastks sheeting is not on the list of BMPs, then write in "Cover with Plastic" In the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover wrfth Plastic" column. To leam more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the Califomia Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4«Q/10 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www carlsbadca eov DATE: 1-16-13 PROJECT NAME: PROJECTID: PLAN CHECK NO: CB 12-2399 SET#: 2 ADDRESS: 1070 Chestnut Av APN: 205-112-46-00 Xl This plan check review is complete and has been APPROVED by the Plannmg Division. By: Chris Sexton A Final Inspection by the Plannmg Division is required • ves ^ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: jameschinn400@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.fiov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov • 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CB 12-2399 Address 1070 Chestnut Av Date 11-19-12 Review # 1 Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use sfr Net Project Density: DU/AC Zoning RJ. General Plan- RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation Remaining net dev acres (For non-residential development Type of land use created by this permit ) REVIEW #: 12 3 Legend: Item Complete • Item Incomplete - Needs your action IE • • Environmental Review Required: YES • NO IE TYPE DATE OF COMPLETION Compliance with conditions of approval If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO. NO DATE PROJECT NO. OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: • • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO O CA Coastal Commission Authority? YES • NO O 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). • O Habitat Management Plan Data Entry Completed? YES • NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') • O Inclusionary Housing Fee required: YES • NO O (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES • NO • N/A • p-28 Page 2 of 3 07/11 Site Plan: K • • Provide a fully dimensional site plan drawn to scale. Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal descnption of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1 Applicability YES • NO • • • 2 Project complies YES • NOO • • Zoning: • • E • • K • • E • • • • 1. Setbacks' Front Intenor Side: Street Side- Rear- Top of slope. Required 20; Shown 20' Required 7.17' Shown 7'3" Required Shown Required 14.3' Required Shown 23'6" Shown 2 Accessory structure setbacks: N/A Front: Intenor Side Street Side- Rear- Structure separation: 3 Lot Coverage: 4. Height 5 Parking- Required Required Required Required Required. Shown Shown. Shown Shown Shown Required <40% Shown 28.4% Required <30: Shown 24^ Spaces Required 2 Shown 3 (breakdown by uses for commercial and industnal projects required) Residential Guest Spaces Required Shown Additional Comments 1) Per Resolution 5317, Condition No 14, a six-foot hiqh solid noise attenuation wall along the westerly boundary of the propertv to reduce the noise levels incurred by the Interstate 5 freeway in accordance with the applicant submitted noise analysis needs to be constructed before the plan check can be approved. 1-16-13 wall included on plans. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 1-16-13 p-28 Page 3 of 3 07/11 CARLSBA PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www.carlsbadca sov DATE: 11-15-12 PROJECT NAIVIE: PROJECTID: PLAN CHECK NO: CB 12-2399 SET#: 1 ADDRESS: 1070 Chestnut Av APN: 205-112-46-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required • Yes No You may also have corrections from one or more of the divisions listed &e/ow. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: janiieschinn400@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ; ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 X Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Rui2@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: REVIEW #: Plan Check No CB 12-2399 Address 1070 Chestnut Av Date 11-19-12 Review # 1 Planner Chns Sexton Phone (760) 602-4624 Type of Project & Use sfr 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-residentiai development. Type of land use created by this permit- ) 2 3 Legend: |E1 Item Complete • Item Incomplete - Needs your action • • Environmental Review Required: YES • NO [g| TYPE DATE OF COMPLETION Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval: • • Discretionary Action Required: YES • NO • TYPE APPROVAL/RESO NO. DATE PROJECT NO OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval: • • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO • CA Coastal Commission Authority? YES • NO • If California Coastal Commission Authonty- Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): n n Habitat Management Plan Data Entry Completed? YES • NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATEi) • D Inclusionary Housing Fee required: YES • NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') • • Housing Tracking Form (form P-20) completed: YES • NO • N/A • P~28 Page 2 of 3 07/11 Site Plan: EDO Provide a fully dimensional site plan drawn to scale. Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, nght-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) Provide legal descnption of property and assessor's parcel number City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1 Applicability YES • NO • • • 2 Project complies YES • NOQ • • • • EDO Kl • • E • • • • • Zoning: 1 Setbacks Front Intenor Side. Street Side Rear Top of slope Required 20; Shown 20' Reauired 7 17' Shown 7'3" Required Shown Required 14 3' Required Shown 23'6" Shown 2. Accessory structure setbacks N/A Front. Required. Intenor Side: Required. Street Side: Required, Rear. Required. Structure separation- Required. Shown. Shown Shown. Shown. Shown 3 Lot Coverage- 4 Height 5 Parking- Required <40% Shown 28 4% Required <30; Shown 2£ Spaces Required 2 Shown 3 (breakdown by uses for commercial and industnal projects required) Residential Guest Spaces Required Shown Additional Comments 1) Per Resolution 5317, Condition No 14, a six-foot high solid noise attenuation wall along the westerly boundary of the property to reduce the noise levels incurred by the Interstate 5 freeway in accordance with the applicant submitted noise analysis needs to be constructed before the plan check can be approved OK TO ISSUE AND ENTERED APPF^OVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 o-C i^jp^ <H- 12:^5 ^ 4'^'2lo^ ^ r f6-4 "7 V U res L f ^S'^ ^ A r . -^ i^^^-^-o.' - ^^^^ ^ - ^n"^ (^l^^isc^.^tVfO4-1^". (iZ^io-^ 'hi ijrHER-.\ ^• il 4 ic T IS= 4 . Id 11 II i» Coji) I ight C rjmpijTnis, Int Aboie plan provided fortniss phcement only Reler to truss cali-ulation antI engmcermg slruLturaI drawings for all fiirthcrintamjadon Building designer/ engineer ot record are responsible lor all non tmss to tmss connections Building designer/cngineerol record to review and approve ofall designs prior to construction Job #: 8045 PRATr For: Plan: 1 Elev UPPER Name. Address: Phone- Fax: Drawn By, Checked By: Revision Dates Revision-1: Revision-2: Revision.3: RAMONA LUMBER COMPANY, INC PO BOX iseo RAMONA, CA 92065 •4 ic Abo\e plan provided for truss placement only Relerto truss calculation and engineering btructural drawings lot all ftirlliermlomidtion Buildmg designer/ engineer ol record arc responsible loi all non truss to truss connections Building designer/engineer ol record to review and approve ot ail designs prior to conslriiction Job #. 8045 PRATT For: Plan. Elev. LOWER Name. Address. Phone: Fax: Drawn By: Checked By Revision Dates Revision-1- Revision-2- Revision-3: RAMONA LUMBER COMPANY. INC PO BOX 1SG0 RAMONA. CA 92065 CoinriBht C ompurriis, (nc This iJesign prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF tUBTR BC: 2x4 OF #18,BTR WEBS: 2X4 DF STAND; 2x4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. Connector plate prefix designators-C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,IJ18HS,M16 = MlTek HT series TRUSS SPAN 20'- 7.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORASE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1QPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 20'- 7.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/G0F/Cq=1.00 1- 2={-1673) 26 1-6=(-20) 1505 2-6=(-304) 46 2- 3=(-1441) 0 6-7=( -7) 1031 6-3=( 0) 405 3- 4=1-1441) 0 7-5=(-20) 1505 3-7=( 0) 406 4- 5=(-1673) 26 7-4=(-304) 46 MAX VERT REACTIONS -4/ 803V -4/ 803V MAX HORZ REACTIONS -82/ 82H -82/ e2H BRG SIZE 5.50" 5.50" REQUIREO BRG AREA SQ.IN. (SPECIES) 1.28 DF ( 625) 1.28 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.049" U 6'- 11.6" Allowed = 0.983" MAX TL DEFL = -0.095" 61 6'- 11.5" Allowed = 1.311" 10-03-08 10-03-08 5-03-09 4-11-15 4-11-15 5-03-09 MAX HORIZ. LL DEFL = 0.017" 9 20'- MAX HORIZ. TL DEFL = 0.034" 9 20'- 1.5" 1.5" This truss does not include any time dependent defomiation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI: TC:0.28 BC:0.30 Web:0.iel 4.00 [ 12 ^=^4.00 M-1)(3 It M-1X3 \~^|4T/ 1—1—1 Y M-3x6 6 ' 0.25" M-5x6(S) 7 M-2.5X4 M-3X6 4c 6-11-08 6-07 5-11-08 20-07 WEDGE REQUIRED AT HEEL(S). JOB NAIVIE: 8045 PRATT - A Scale 0,3310 Truss: A DES. BY: LA DATE: 12/17/2012 SEQ.: 5385692 TRANS ID: 356714 WARNINGS 1 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 2 2x4 compression web bracing must be installed where shown -•- 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncation, handling, shipment and installation of components 6 This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which wil be furnished upon request MlTek USA, (nc /CompuTrus Software 7 6 3-SP6(1 L)-E GENERAL NOTES, unless othen//ise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at) 0' o c respectweiy unless braced throughout their Jength by continuous sheathing such ss plywood sheathing(TC) and/or drywall(BC) 3 2x Impact bricking or lateral bracing required where shown + 4 Installation of tmss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center Ones coincide \Mth joint center tines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-19B8 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF (fl&BTR BC: 2x4 DF #1I,BTR WEBS: 2x4 DF STAND; 2x4 OF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE. 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,m8HS,M16 = MlTek MT series 20-07-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( TC UNIF LL( TC UNIF LL( BC UNIF LL( 40.0)+DL( 100.0)+DL( 40.0)+DL( 0.0)+0L( LOADING 28.0)= 68.0 PLF 70.0)= 170.0 PLF 28.0)= 68.0 PLF 25.0)= 25.0 PLF TC CONC LL( TC CONC LL( 373.3)+DL( 373.3)+0L( 261.3)= 261.3)= 634 634 LBS 0.0" TO 8'-0.0" V 0.0" TO 12'-7.0" V 7.0" TO 20'-7.0" V 0.0" TO 20' -7.0" V ? 8' • 0.0" e 12'-7.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9" oc throughout 2x4 top chords, 9" oc throughout 2x4 bottom chords, 9" oc throughout webs. BEARING LOCATIONS 0'- 0.0" 20'- 7.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4010) 216 1- 8=(-194) 3632 2- 8=( -18) 440 2- 3=(-4254) 210 8- 9=(-282) 4474 8- 3=( 0) 416 3- 4=(-4044) 198 9- 7=(-192) 3634 8- 4=(-590) 114 4- 5=(-4016) 198 9- 7=(-192) 3634 4- 9=(-616) 112 5- 6=(-4248) 208 5- 9=( 0) 416 6- 7=(-4014) 214 9- 6=( -18) 434 MAX VERT MAX HORZ BRG REQUIRED BRG AREA REACTIONS -47/ 1826V -47/ 1826V REACTIONS -69/ 69H -69/ 69H SIZE 5.50" 5.50" SQ.IN. 2.92 (SPECIES) DF ( 625) 2.92 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.077" ? 8'- 0.0' Allowed = 0.983" MAX TL DEFL = -0.145" ? 8'- 0.0" Allowed = 1.311' MAX HORIZ. LL DEFL = 0.026" @ 20' MAX HORIZ. TL DEFL = 0.048' 9 20' 1.5" 1.5' 8-00 4-07 8-00 3-09-07 4-02-09 2-03-08 2-03-08 4-02-09 3-09-07 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 ^ IMax CSI. TC.0.27 BC.O.34 Web.O.oH M-3X6 20-07 WEDGE REQUIREO AT HEEL(S). JOB NAME: 8045 PRATT - A1 Scale: 0.3306 Truss: A1 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385693 TRANS ID: 356714 WARNINGS 1 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 2 2x4 compression web bracing must be installed where shown + 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components 6 This design is furnished subject to the limitatons set forth b>y TPI/WTCA m BCSI, copies of which wiH be furnished upon request MtTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unfess otherwise noted 1 This tmss design is adequate for the design parameters shown Review and approval is the responsibility ofthe buikling designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respectvely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywali(BC) 3 2x Impact bndging or lateral bracing required where shown * + 4 Installation of truss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full beanng al alt supports shown Shim or v/edge if necessary 7 Design assumes adequate drainage is provided 8 Plales shall be located on both faces of truss, and placed so their center Gnes coincide with joint center lines 9 Digits mdicate size of plate in Inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF OUBTR BC- 2X4 DF #18iBTR WEBS: 2x4 DF STAND; 2x4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2X4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators C,CN,C18,CNie (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 20'- 7.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+0L( 14.0) OW TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 20'- 7.0" CBC2010/IBC2009 1- 2=(-1535) 141 2- 3=( 0) 0 2- 5=(-13661 m 4- 5=( 0) 0 5- 6=(-1536) 140 MAX MEMBER FORCES 1- 7=(-125) 1366 7- 8=(-126] 1363 6- 6=(-124) 1367 4WR/GDF/Cq=1.00 7- 2=( 0) 205 7- 5=(-29) 25 5- 8=( 0) 203 MAX VERT REACTIONS -51/ 803V •51/ 803V MAX HORZ REACTIONS -109/ 32H -109/ 32H BRG SIZE 5.50" 5.50" REOUIRED BRG AREA SQ.IN. (SPECIES) 1.28 DF ( 625) 1.28 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/ieO MAX LL DEFL = -0.072" g 12'- 7.0' Allowed = 0.983" MAX TL DEFL = -0.137" e 12'- 7.0' Allowed = 1.311" MAX HORIZ. LL DEFL = 0.017" MAX HORIZ. TL DEFL = 0.034" 20' 20' 1.5" 1.5" 10-00 0-07 10-00 7-06-12 2-05-04 0-07 2-05-04 7-06-12 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 iMax CSI: TC.O.94 BC-0.32 Web'O.08l 7-06-12 5-07-04 /-05 20-07 WEDGE REQUIRED AT HEEL(S). JOB NAIVIE: 8045 PRATT - A2 Scale- 0.3185 Truss: A2 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385694 TRANS ID: 356714 WARNINGS. 1 Builder and erection contractor should be advised of all General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shown + 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component until after all bracing and ^steners are complete and at no time should any loads greater than design loads be appfied to any component 5 CompuTms has no control over and assumes no responsibility for the fabncafaon. handfing, shipment and installaton of components 6 This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This tmss design is adequate for the design parameters shovm Review and approval fs the responsibility ofthe building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2'oc andatlO'oc respectively unless braced throughout their length by continuous sheathing such as plyvirood sheathing(TC) and/or drywall(6C) 3 2x impact bridging or lateral bracing required where shown + * 4 Installaton of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a norwion-osive environment, and are for "dry conditon" of use 6 Design assumes ^11 beanng at ail supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF #18iBTR BC: 2X4 DF #18,BTR WEBS: 2X4 DF STUD, 2x4 DF STAND A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 13'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-735) 0 1-4=(0) 615 4-2=(0) 222 2- 3=(-735) 0 4-3=(0) 615 BEARING LOCATIONS 0'- 0.0" 13'- 0.0" MAX VERT REACTIONS -3/ 507V -3/ 507V MAX HORZ REACTIONS -57/ 57H -57/ 57H BRG SIZE 5.50" 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 0.81 DF ( 625) 0.81 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.013" ? 6'- 6.0" Allowed = MAX TL DEFL = -0.027" @ 6'- 6.0" Allowed = 0.604" 0.806" MAX HORIZ. LL DEFL = 0.006" » 12' MAX HORIZ. TL DEFL = 0.009" ? 12' 6.5" 6.5" 6-06 6-06 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12 Wind 4.00 c 1 4.00 IIM-4X4 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI; TC:0.53 BC'O.25 Web:0.09l J 6-06 6-06 13-00 WEDGE REQUIRED AT KEEL(S). JOB NAME: 8045 PRATT - B Scale: 0.4919 Truss: B DES. BY: LA DATE: 12/17/2012 SEQ.: 5385695 TRANS ID: 356714 lllllilillilllllllllliili WARNINGS 1 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 2 2x4 compression web bracing must be installed where shown -^ 3 AH lateral force resishng elements such as temporafy and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load shoukl be applied to any component unbl after all bracing and fasteners are complete and at no bme should any loads greater than design loads be appfled to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncabon, handling, shipment and installation of components 6 This design is furnished subject to the lirmtabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless othenMse noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibiEty of tha buikling designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2'oc andatlO'oc respecbvely unless braced throughout their lenglh by continuous sheathing such as plywood shealhing(TC) and/or dfywall(BC) 3 2x Impact bndging or lateral bracing required where shown + + 4 Installation of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used m a non-corrosive environment, and are for "dry condition" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF SISiBTR BC. 2X4 DF #18iBTR WEBS: 2X4 OF STAND; 2X4 DF STUD A TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators: C,CN,C18,CN1B (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 21'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 21'- 0.0' CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1 .00 1- 2=(-1714) 26 1-6=(-20) 1543 2-6=(-313) 47 2- 3=(-1476) 0 6-7=( -7) 1065 6-3=( 0) 416 3- 4=(-1476) 0 7-5=(-20) 1643 3-7=( 0) 416 4- 5=(-1714) 26 7-4=(-313) 47 MAX VERT REACTIONS -5/ 819V -5/ 819V MAX HORZ REACTIONS -83/ 83H -83/ 83H BRG SIZE 5.60" 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 1.31 DF ( 625) 1.31 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.051" g 7'- 1.2" Allowed = 1.004" MAX TL DEFL = -0.100" % 7'- 1.2" Allowed = 1.339" 10-06 10-06 5-04-13 5-01-03 5-01-03 5-04-13 MAX HORIZ. LL DEFL = 0.018" MAX HORIZ. TL DEFL = 0.035" 20' 20' 6.5" 6.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component, Wind. 85 mph, h=15ft, TCDL=8.4,8C0L=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI: TC:0.29 BC:0.32 Web.0.171 12 4.00 [ 12 4.00 M-1x3 M-1x3 \ Ji,/ AT--. M-3x6 6 '1 0.25" Ul-5X6(S) 7 M-2.5X4 1/1-3x6 3CD 7-01-03 6-09-10 7-01-03 21-00 WEDGE REQUIREO AT HEEL(S). JOB NAME: 8045 PRATT Scale: 0.3237 Truss: C DES. BY: LA DATE: 12/17/2012 SEQ.: 5385696 TRANS ID: 356714 illilillll WARNINGS 1 Builder and erection contractor should be advised of all General Notes and Warnings before construction commences 2 2x4 compression web bracing must be installed where shown + 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTms assumes no responsibly for such bracing 4 No load shoukJ be applied to any component unbl after all braang and fasteners are complete and at no time should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility forthe febricabon, handling, shipment and installation of components 6 This design is furnished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of vi^ich will tie furnished upon request MlTek USA Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parameters shown Review and approval ts the responsibility of the buildmg designer, not the truss designer or tmss engineer 2 Design assumes the lop and bottom chords to be laterally braced at 2'oc andatlO'oc respecbvely unless braced throughout their length by conbnuous sheathing such as plywood sheathing(TC) and/or dryvratl(BC) 3 2x Impact bndging or lateral bracing required where shown -^ -»- 4 Installaton of truss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry conditon" of use 6 Design assumes Ml beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided a Plates shall be located on both faces of tnjss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-^9S8 ^iTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 OF (fUBTR BC: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 21'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT WON-CONCURRENTLV. Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration tactor=1.6. Truss designed for wind loads in the plane of the truss only. iGable end truss on continuous bearing wall UON, M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. IMax CSI: TC:0.00 BC:0.00 WehiO.OO] 10-06 10-06 12 4.00 M-3x5(S) IDI-2.5X5 M-2.5X5 7-01-03 13-10-13 21-00 JOB NAME: 8045 PRATT - 01 Scale; 0.3972 Truss: C1 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385697 TRANS ID: 356714 WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Warnings before constructon commences 2 2x4 compression web bracing must be installed where shown * 3 All lateral force resisbi^ elements such as temporary and permanent stability bracing must be designed tiy designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component untl after all bracing and fasteners are complete and at no bme shoukl any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncaton, handling, shipment and installaton of components 6 This design is fumished subject to the limitatons set forth by TPI/WTCA (n BCSI copies of wfrich will be furmshed upon request MlTek USA, Inc /CompuTrus Software +7 6 4-SP2(1L)-E GENERAL NOTES, unless othenvise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respecbvely unless braced throughout their length by conbnuous sheathing such as plywood sheathingfTC) and/ordrywall{BC) 3 2x Impact bridging or lateral bracing required where shovm -•- 4 Installabon of truss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes full beanng at all supports shovtm Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces or truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF #UBTR BC: 2x4 DF (tUBTR WEBS: 2x4 DF STAND; 2x4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2X4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series 24-07-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( TC UNIF LL( TC UNIF LL( BC UNIF LL( 40.0)+DL( 100.0)+DL( 40.0)+0L( 0.0)+DL( LOADING 26.0)= 68.0 PLF 70.0)= 170.0 PLF 28.0)= 68.0 PLF 25.0)= 25.0 PLF 0.0" 0.0" 7.0" 0.0" CBC2010/IBC2009 1- 2=(-4996) 316 2- 3=(-5398) 328 3- 4=(-5112) 312 8'- 0.0' V 4- 5={-5112) 312 16'- 7.0" V 5- 6=(-5398) 328 24'- 7.0" V 6- 7=(-4996) 316 24'- 7.0" V 6- 7=(-4996) 316 1- 8=(-286) 4532 2- 8=( -30) 656 8- 9=(-542) 6190 ' ' 9- 7=(-286) 4532 3=( 0) 556 4=(-1218) 258 9=(-1218) 258 9=( 0) 556 6=( -30) 656 TC CONC LL( 373.3)+DL( TC CONC LL( 373.3)tDL( 261.3)= 261.3)= ,7 LBS ? 8' ,7 LBS ? 16' 0.0" 7.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9" oc throughout 2x4 top chords, 9' oc throughout 2x4 bottom chords, 9" oc throughout webs. BEARING LOCATIONS 0'- 0.0' 24'- 7.0' MAX VERT REACTIONS -96/ 2216V -96/ 2216V MAX HORZ REACTIONS -69/ 69H -69/ 69H BRG SIZE 5.50" 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 3.54 DF ( 625) 3.54 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.134" @ 12'- 3.5' Allowed = 1 MAX TL DEFL = -0.256" ? 12'- 3.5" Allowed = 1 183' 578" MAX HORIZ. LL DEFL = MAX HORIZ. TL OEFL = 0.041' I? 0.078' 1? it This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. nd. 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1 6 IMax CSI: TC:0.45 BC.O.53 Web:0.33 7-05 9-09 7-05 24-07 WEDGE REQUIRED AT HEEL(S). JOB NAME: 8045 PRATT - D1 Scale: 0.3076 Truss: Dl DES. BY: LA DATE: 12/17/2012 SEQ.: 5385698 TRANS ID: 356714 llilllllllillillllll WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Wamings before constructon commences 2 2x4 compression web bracing must be installed where shown -•- 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load shoukl be applied to any component unbl after all bracing and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncaton, handling, shipment and installaton of components 6 This design is furnished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1 L)-E GENERAL NOTES, unless otherwise noted 1 This buss design is adequate for the design parameters shown Review and approval is the responsibility of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respecbvely unless braced throughout their length by conbnuous sheathing such as plywood sheathing(TC) and/or drywaII(BC) 3 2x impact bridging or lateral bracing required where shown -^ + 4 Installaton of truss is the responsibility of the respecbve contractor 5 Design assumes trusses are to be used in a non-<;orrosive environment, and are for "dry conditon" of use 6 Design assumes full beanng at all supports shown Shim or vredge if necessary 7 Design assumes adequate drainage is provided S Plates shall be located on both faces of tnjss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC 2X4 DF /»18iBTR BC 2X4 DF KUBTR WEBS: 2X4 DF STAND; 2X4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. NOTE: 2X4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CH.Cia,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 24'- 7.0" LOAD DURATION INCREASE = 1.25 (Non-Rep) SPACED 24.0' O.C. LOADING LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 WOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2Q09 1- 2=(-2031) 146 2- 3=(-1929) 128 Oj 3 3 5 6- 7=( 3^ 4=( 5=(-1795) 120 7=(-1795) 120 0) 0 7- 8=(-1929) 128 8- 9=(-2031) 146 MAX MEMBER FORCES 4WR/G0F/Cq=1.00 1-10=(-130) 1825 2-10=( -14) 129 10-11=(-193) 2161 10- 3=( 0) 311 It- 9=(-130) 1825 10- 5=(-414) " 11=(-414) 11=1 0) 82 82 311 =( -14) 128 BEARING MAX VERT MAX HORZ BRG LOCATIONS REACTIONS REACTIONS SIZE 0'- 0.0" -52/ 959V -109/ 32H 5.50" 24'- 7.0" -52/ 959V -109/ 32H 6.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 1.53 OF ( 625) 1.53 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL OEFL = -0.096" @ 12'- 3.5' Allowed = 1.183" MAX TL OEFL = -0.186" § 12'- 3.6' Allowed = 1.678" MAX HORIZ. LL DEFL = 0.031" 9 24'- MAX HORIZ. TL DEFL = 0.059" @ 24'- 1.5" 1.5" 10-00 4-07 10-00 3-09-07 3-09-05 2-05-04 2-03-08 2-03-08 2-05-04 I ( f ^ ^ f f- 3-09-05 3-09-07 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind: 85 mph, h=16ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 ~^ IMax CSI: TC:0.28 BC:0.56 Web:0.22l —^ m", ^ Ll±] ^ ' M-3X6 10 '1 0.25" M-5x8(S) 11 M-3X8 M-3x6p L 1, 1 7-05 9-09 7-05 24-07 JOB NAME: 8045 PRATT - D2 Scale. 0.2701 Truss: 02 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385699 TRANS ID: 356714 1 Builder and erecton contractor should be advised of all General Notes ar?d Warnings before construction commences 2 2x4 compression web bracing must be installed \^ere shown 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component unbl after all braang and fasteners are complete and at no tme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncaton, handling, shipment and installaton of components 6 This design is fumished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc/CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless othenwise noted 1 This b'uss design is adequate for the design parameters shown Review and approval is the responsibility of the hutldmg designer, not the tmss designer or tnjss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2'oc andatlO'oc respectvely unless braced throughout their length by conbnuous sheathing such as plywood sheathingfTC) and/or drywall(BC) 3 2x Impact bndging or lateral bracing required where shown 4 Installabon of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry conditon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be locatea on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, E5R-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC- 2x4 DF (fl&BTR BC: 2x4 DF ffUBTR WEBS: 2x4 OF STAND; 2X4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. NOTE; 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Staple or equal at non-structural vertical jiembers (uon). Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2QHS,III18HS,M16 = MlTek MT series TRUSS SPAN 24'- 7,0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2010/IBC2009 BEARING LOCATIONS 0'- 0.0' 24'- 7.0' 12-00 3-09-07 3-09-05 f 4-01-08 0-07-04 0-07 T^-f 0-07-04 —f r 12-00 4-01-08 3-09-05 3-09-07 i It 2=(-2031) 259 3=(-1929) 261 4=( 0) 0 5=(-1795) 246 7=(-1795) 246 7=( 0) 0 8=(-1929) 261 9=(-2031) 259 MAX MEMBER FORCES 1-10=(-234) 1825 10- 11=(-395) 2161 11- 9=(-234) 1825 4WR/GDF/Cq=1.00 2-10=( -14) 129 10- 3=( -16) 311 10- 5=(-414) 168 5-11=(-414) 168 7-11=( -16) 311 11- 8=( -14) 128 MAX VERT REACTIONS 98/ 959V 98/ 959V MAX HORZ REACTIONS -149/ 44H -149/ 44H BRG SIZE 5.50' 5.50" REOUIRED BAG AREA SQ.IN. (SPECIES) 1.53 DF ( 625) 1.53 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.096' ? 12'- 3.5" Allowed = 1.183" MAX TL DEFL = -0.186" 13 12'- 3.5" Allowed = 1.578" MAX HORIZ. LL OEFL = 0.031" % 24' MAX HORIZ. TL DEFL = 0.059" 1? 24' 1.5" 1.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. -f Wind; 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load auration factor=1.6 IMax CSI. TC:Q.25 BC:0.49 Web-oT22l —^ ra-^ m — M-3X6 10 'f 0.25" M-5x8(S) 1, M-3x8 M-3X6 -=•9 1, 7-05 9-09 7-05 ^ —• 24-07 JOB NAME: 8045 PRATT - D3 Scale: 0.2701 Truss: D3 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385700 TRANS ID: 356714 illi WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shovm * 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibifity for such bracing 4 No load should be applied to any component untl after all bracing and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibiGty for the fabncaton, handling, shipment and installabon of components 6 This design is bjmished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of vtrtiich will be furnished upon request MiTek USA, Inc/CompuTrus Software 76 3-SP6(1L)-Z GENERAL NOTES, unless othenwse noled 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' 0 c and at 10' o c respectvely unless braced throughout their length by conbnuous sheathing such as plywood sheathingfFC) and/or dfywall(BC) 3 2x Impact bridging or lateral bracing required where shown -•-4 Installabon of truss ts the responsibility ofthe respecbve contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 5 Design assumes bjll beanng at all supports shown Shim or v^dge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces or truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-19S8 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF Ifl&BTR BC; 2x4 DF #1&BTR WEBS: 2x4 DF STAND; 2x4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. NOTE: 2X4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators- C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series 21-05-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/G0F/Cq=1.00 TC UNIF LL( TC UNIF LL( TC UNIF LL( BC UNIF LL( 40.0)+DL( 100.0)+DL( 40.0)+DL( 0.0)tDL( LOADING 28.0)= 68.0 PLF 70.0)= 170.0 PLF 28.0)= 68.0 PLF 25.0)= 25.0 PLF TC CONC LL( TC CONC LL( 373.3)+DL( 373.3)+DL( 261.3) 261.3) -Rep) 1 2=(-4212) 240 1- 8=(-216) 3816 2- B=( -20) 486 -Rep) 2 3=(-4490) 238 8- 9=(-332) 4804 8- 3=( 0) 440 3 4=(-4272) 224 9- 7=(-214) 3818 8- 4=( -684) 136 0.0" TO 8'-0.0" V 4 5=(-4242| 224 9- 7=(-214) 3818 4- 9=( -712) 136 0.0' TO 13'-5.0' V 5 6=(-4484) 236 5- 9=( 0) 440 5.0' TO 21' -5.0' V 6 7=(-4216) 236 9- 6=( -20) 480 0.0" TO 21' -5.0" V ? 8' -0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 13'-5.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9" oc throughout 2x4 top chords, 9" oc throughout 2x4 bottom chords, 9" oc throughout webs. 0' 21' 0.0" 5.0" -57/ •57/ 1907V 1907V -69/ -69/ 69H 69H 5.50' 5.50' 3.05 3.05 VERTICAL DEFLECTION LIMITS: MAX LL DEFL = -0.066" g 8 MAX TL DEFL = -0.162' S 8 LL=L/240, TL=L/180 - 0.0" Allowed = - 0.0' Allowed = ( 625) 625) 1 .025" 1 .367" 8-00 5-05 8-00 MAX HORIZ. LL DEFL = 0.028' » 20'- 11.5" MAX HORIZ. TL DEFL = 0.054' S 20'- 11.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind. 85 mph, h=15ft, TC0L=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CS TC 0.30 BC:0.38 Weh:0.11i 1: 21-05 WEDGE REQUIREO AT HEEL(S). JOB NAME: 8045 PRATT - E1 Scale: 0.3268 Truss: E1 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385701 TRANS ID: 356714 11 WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Warnings before construction commences 2 2x4 compression web bracing must be installed where shown •t' 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component unbl alter all bracing and fasteners are complete and at no tme should any loads greater than design loads be applied to any component 5 CompuTms has no control over and assumes no responsibifity for the fabncabon, handling, shipment and installabon of components 6 This design is furnished subject to the limitabons set forth by TPI/WTCA in BCSI. copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless othenMse noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibiBty of the buining designer, not the tnjss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' 0 c and at 10' o c respecbvely unless braced throughout their length by conhnuous sheathing such as plywood sheathingfTC) and/or dfyvra!l(BC) 3 2x Impact bndging or lateral bracing required where shown + + 4 Installabon of truss Is the responsibiGty of the respective contractor 5 Design assunws trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide w/ith joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) 11 This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC; 2x4 DF #UBTR BC; 2x4 DF #1!.BTR WEBS 2x4 OF STAND; 2x4 DF STUD A TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators; C,CN,Cie,CNie (or no prefix) = CompuTrus, M,M20HS,M1BHS,M16 = MlTek MT series TRUSS SPAN 21'- 5.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE OOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 21'- 5.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1720) 121 1- 9=(-108) 1541 2- 9=(-85) 71 2- 3=(-1565) 3- 4=( 0) 3- 6=(-1456) 5- 6=( 0) 6- 7=(-1568) 7- 8=(-1721) MAX VERT REACTIONS -39/ 835V -39/ 835V 9-10=( -95) 1453 10- 8=(-107) 1541 I- 3=( 9- 6=( 6-10=( 10- 7=(-83 0) 195 31) 28 0) 194 71 MAX HORZ BRG REQUIRED BRG AREA REACTIONS SIZE SQ.IN. (SPECIES) 99/ 39H 5.50" 1.34 DF ( 625) 99/ 39H 5.53" 1.34 DF ( 625) VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.086" e 13'- 5.0" Allowed = 1.025" MAX TL DEFL = -0.159" ? 13'- 5.0' Allowed = 1.366" MAX HORIZ. LL DEFL = 0.020" » 20' MAX HORIZ. TL OEFL = 0.039" S 20' 11.5" 11.5" 9-06 2-05 9-06 3-09-07 3-09-05 1-11-04 2-05 1-11-04 3-09-05 3-09-07 8-00 8-00 I of This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ~i Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, -Tj- interior zone, load duration factor=1.6 IMax CSI- TC:0.63 BC.O.33 Web:0.08l =1 M 1 ^-j.™ M-3X6 9 M-3X8 '1 10 0.25" M-5x6(S) M-3x6 i. I 1 }^ 7-05 6-08-12 7-03-04 1 21-05 JOB NAME: 8045 PRATT - E2 Scale: 0.3042 Truss: E2 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385702 TRANS ID: 356714 WARNINGS 1 Bulkier and erecbon contractor should be advised of ail General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shown + 3 Ali lateral force resistng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component unbl after all bracing and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncabon handling, shipment and installabon of components 6 This design is fumished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA. Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility ofthe building designer, not the truss designer or truss engineer 2 Design assumes the top and botbsm chords to be laterally braced at 2' 0 c and at 10' o c respectvely unless braced throughout their length by conbnuous sheathing such as plyv/ood sheathingfTC) and/or drywalt(BC) 3 2x Impact bridging or lateral bracing required where shown + + 4 Installaton of truss is the responsibility of the respective contractor 5 Design assumes busses are to be used in a non-corrosive environnwnt, and are for "dry conditFon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on bolh faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x6 DF #2 BC; 2x6 DF #2 WEBS; 2x4 DF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <:= 12"0C. UON. Connector plate prefix designators- C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series 13-05-00 GIRDER SUPPORTING 8-00-00 LOAD DURATION INCREASE = 1.25 (Non-Rep) TC UNIF LL( BC UNIF LL( 40.0)+DL( 60.0)+DL( 28.0) 67.0) LOADING = 68.0 PLF = 127.0 PLF CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-2097) 0 1-4=(0) 1903 4-2=(0) 955 2- 3=(-2097) 0 4-3=(0) 1903 0'- 0'- 0.0' TO 13'- 0.0" TO 13'- 5.0" 5.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 WOT BEING MET. BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 13'- 5.0" MAX VERT REACTIONS -7/ 1308V -7/ 1308V MAX HORZ REACTIONS -54/ 54H -54/ 54H BRG SIZE 5.50' 5.SO- REQUIRED BRG AREA SQ.IN. (SPECIES) 2.09 DF ( 625) 2.09 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.035" » 6'- 8.5" Allowed = 0.625" MAX TL OEFL = -0.069" » 6'- 8.5" Allowed = 0.833" MAX HORIZ. LL DEFL = 0.011' @ MAX HORIZ. TL DEFL = 0.022" S 12'- 11.6" 12'- 11.5" 6-08-08 6-08-08 12 4.00 12 '==3 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. nd; 85 'mph, h=15ft, TCOL=8.4,BCOL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 iMax CSI: TC;Q.40 BC:0.80 Web.0.391 tr M-3X8 4 M-1.5x4 M-3x8 6-08-08 6-08-08 13-05 JOB NAME: 8045 PRATT - F Scale- 0.4887 Truss: F DES. BY: LA DATE: 12/17/2012 SEQ.: 5385703 TRANS ID: 356714 III WARNINGS 1 Builder and erection contractor should be advised of all General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shovm -•- 3 All lateral force resisbng elements such as temporary and permanent stability tiractftg must be designed by designer of comptete structure CompuTrus assumes no responsibility for such bracing 4 No toad should be applied to any component unbl after all braang and fasteners are complete and at no tme shouW any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncabon, handling, shipment and installabon of components 6 This design is furnished subject to the rimitatons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MfTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless othenvise noted 1 This truss design is adequate for the design parameters shovm Review and approval is the responsibility ofthe building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2" 0 c and at 10' o c respectvely unless braced throughout their length by conbnuous sheathing such as plywood sheathing(TC) and/or drywall(BC) 3 2x Impact bndging or lateral bracing required where shown + 4 Installaton of truss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-con-osive environment, and are for "dry conditon" of use 6 Design assumes full bearing at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shalt be located on both faces of truss, and placed so their center fines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x6 DF #2 BC: 2x6 DF )t2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT BC LATERAL SUPPORT 12"0C. UON. 12'0C. UON. Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: (2) rows e 9" 00 throughout 2x6 top chords, (2) rows ? 9" oc throughout 2x6 bottom chords, 9" oc throughout webs. TRUSS SPAN 13'- 2.8" LOAD DURATION INCREASE = 1.25 (Non-Rep) SPACED 24.0" O.C. LOADING LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF ADDL; TC CONC LL( 456.4)tDL( 433.6)= 890.0 LBS » 7'- 9.0" LIMITED STORAGE OOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-09 BEARING LOCATIONS 0'- 0.0" 13'- 2.8" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=l .00 1- 2=(-2218) 0 1-4=(0) 2090 4-2=(0) 206 2- 3=(-229S) 0 4-3=(0) 2068 MAX VERT REACTIONS -5/ 863V -6/ 1059V MAX HORZ REACTIONS -46/ SOH -46/ SOH BRG SIZE 5.50" 7.78" REQUIRED BRG AREA SQ.IN. (SPECIES) 1.38 OF ( 625) 1.69 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240. TL=L/ieO MAX LL DEFL = -0.020' ? 7'- 7.2" Allowed = 0.606' MAX TL CREEP DEFL = -0.049" 9 7'- 7.2" Allowed = 0.808" MAX HORIZ. MAX HORIZ. LL DEFL = TL DEFL = 0.006' 0.012" 12' 12' 7.0" 7.0' 5-05-12 2.83 I 12 L890# Wind; 85 mph, h=15ft, TC0L=8.4,BCDL=3.0, ASCE 7-06, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 laTc^r. TC:0.26 BC.O.20 Web-0.04l 12 4.00 7-07-04 5-07-08 13-02-12 JOB NAME: 8045 PRATT - G Scale: 0.5332 Truss: G DES. BY: LA DATE: 12/17/2012 SEQ.: 5385704 TRANS ID: 356714 WARNINGS 1 Bulkier and erecbon contractor should be advised of all General Notes and Warnings before construction commences 2 2x4 compression weh bracing must be installed where shown + 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component untl after all bracing and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabricabon, handling, shipment and installabon of components 6 This design is furnished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, fnc /CompuTrus Software 7 6 3-SP6f1L)-E GENERAL NOTES, unless othen/vise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility ofthe building designer, not the truss designer or b'uss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respectvely unless braced throughout their leng^ by conbnuous sheathing such as plyvraod sheathing(TC) and/or dfywall(BC) 3 2x Impact bndging or lateral bracing required where shown + + 4 Installabon of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes full beanng at all supports shovm Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide wth joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design vafues see eSR-f3t t, ESR-1988 (iWiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF #UBTR BC- 2x4 DF /fl&BTR WEBS: 2x4 DF STAND; 2X4 OF STUD A TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 13'- 5.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10P8F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-04-14 2-09-11 6-02-07 CBC2010/IBC2009 MAX MEMBER FORCES 1- 2=(-1005) 0 1- 5=(0) 896 2- 3=( -896) 0 5- 6=(0) 1074 3- 4=(-1161) 0 6- 4=(0) 1078 4WR/GDF/Cq=1.00 5- 2=( 0) 165 5- 3=(-188) 7 3- 6=( 0) 151 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -3/ 523V -45/ 49H 5.60" 0.B4 DF ( 625) 13'- 5.0' -3/ 524V -45/ 49H 5.60" 0.84 DF ( 625) VERTICAL DEFLECTION LIMITS- LL=L/240, TL=L/1B0 MAX LL DEFL = -0.039" ? 7'- 2.6" Allowed = 0.625" MAX TL DEFL = -0.074" § 7'- 2.6" Allowed = 0.833' MAX HORIZ. LL DEFL = 0.008" 9 12'- MAX HORIZ. TL DEFL = 0.016" 9 12'- 11.5" 11.5" 12 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind' 85 mph, h=15ft, TCDL=8.4,BC0L=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI: TC;0.39 BC:0.21 Web;0.07l 12.83 M-4X6 M-6x8 t 3-11-10 4-00-02 5-05-04 13-05 WEDGE REQUIRED AT HEEL(S). JOB NAME: 8045 PRATT - G1 Scale: 0.4512 Truss: G1 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385705 TRANS ID: 356714 III WARNINGS 1 Builder and erecton contractor should be advised of all General Notes and Wamings before construcbon commences 2 2x4 compression web bracing must be installed where shown -•• 3 All lateral force resisbng elements such as temporary and permanent stability braang must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load shoukJ be applied to any component unbl after all bracing and fasteners are complete and at no tme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncation. handling, shipment and installabon of components 6 This design is furnished subject to the linntabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, fnc /CompuTrus Software 7 6 3-SP6( 1 L)-E GENERAL NOTES, unless othervflse noted 1 This truss design is adequate for the design parameters shovm Review and approval ts the responsibility of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respecbvely unless braced throughout their length by contnuous sheathing such as plywood sheathingCTC) and/or drywall(BC) 3 2x Impact bndging or lateral braang required where shovm •^ ••-4 Installabon of truss is the responsibility of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes bjll bearing at all supports shown Shim or wedge tf necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector ptate design values see ESR-1311, ESR-1988 ^iTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC. 2X4 DF #UBTR BC: 2x4 DF #UBTR WEBS; 2X4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MieHS,M16 = MlTek MT series TRUSS SPAN 7'- 9.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04-04 CBC2010/IBC2009 1- 2=( 2- 3=( MAX MEMBER FORCES 4WR/GDF/Cq=1.00 67) 23 1-4=(-48) 21 2-4=(-262) 26 -6) 0 BEARING LOCATIONS 0'- 0.0" 7'- 9.0" MAX VERT REACTIONS •21 304V -4/ 301V MAX HORZ REACTIONS -50/ 43H -50/ 43H BRG SIZE 5.50" 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 0.49 DF ( 625) 0.48 DF ( 625) VERTICAL DEFLECTION LIMITS' LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = -0.170' 9 3'- 10.7' Allowed = 0.465" MAX TC PANEL TL DEFL = -0.289" ? 3'- 10.8" Allowed = 0.697' 0-04-12 f MAX HORIZ. MAX HORIZ, LL DEFL = 0.000" TL DEFL = 0.000" 5.5" 5.5" 2.83 I M-1X3 3 i.- ' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind; 85 mph, h=15ft, TCDL=8.4,BC0L=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI: TC:0.62 BC;0.27 Web:0.04l 7-04-04 0-04-12 > 7-09 JOB NAME: 8045 PRATT - H Scale. 0.5885 Truss: H DES. BY: LA DATE: 12/17/2012 SEQ.: 5385706 TRANS ID: 356714 WARNINGS 1 Builder and erection contractor should be advised of all General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shown -•• 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete st-uchire CompuTrus assumes no responsibility for such bracing 4 No load should be appfied to any component unbl after all bracing and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncabon, handling, shipment and installabon of components 6 This design is furnished subject to the lirmtabons set forth by TPI/WTCA in BCSI. copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1 L)-E GENERAL NOTES, unless othenvise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility ofthe butkiing designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2'oc andatlO'oc respecbvely unless braced throughout their length by conbnuous sheathing such as plywood sheathing(TC) and/or drywall(6C) 3 2x Impact bridging or lateral bracing required where shown -i-4 Installaton of truss is the responsibility ofthe respective contractor 5 Design assumes trusses are to ba used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes hJll bearing at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines 9 Digits indicate size of plate In inches 10 For basic connector plate design values see ESR-1311, ESR-1988 fl^iTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF #UBTR BC; 2x4 DF #18iBTR WEBS: 2X4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators- C,CN,C18,CN18 (or no prefix) = CompuTrus, M,M20HS,M18HS,M16 = MlTek MT series Inc TRUSS SPAN 5'- 11.2" LOAD DURATION INCREASE = 1.25 (Non-Rep) SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOU CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE OOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY CBC2010/IBC2009 1- 2=(. 2- 3=( MAX MEMBER FORCES 4WR/GDF/Cq=1.00 64) 24 1-4=(-49) 22 2-4=(-198) 21 •8) 0 BEARING LOCATIONS 0'- 0.3' 5'- 11.2" MAX VERT REACTIONS -1/ 235V •4/ 227V MAX HORZ REACTIONS -51/ 46H •51/ 46H BRG SIZE 5.95" 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 0.38 DF ( 625) 0.36 DF ( 625) 5-06-07 0-04-12 3.70 I VERTICAL DEFLECTION LIMITS- LL=L/240, TL=L/180 ' MAX LL DEFL = 0.000' I? 0'- 0.0" Allowed = 0.003" MAX TL DEFL = 0.000' I? 0'- 0.0" Allowed = 0.003" MAX TC PANEL LL DEFL = -0.045" P 3'- 0.1" Allowed = 0.344" MAX TC PANEL TL DEFL = -0.077" 8 3'- 0.1" Allowed = 0.616" MAX HORIZ. LL DEFL = 0.000" g 0'- 6.3" MAX HORIZ. TL DEFL = 0.000" ? 0'- 6.3" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-1x3, 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 7-05, IMax CSI. TC:0.35 BC:0.16 Web:0.05l J, 5-06-07 0-00-05 > 5-10-14 0-04-12 > 5-11-03 JOB NAME: 8045 PRATT - H1 Scale. 0.5529 Truss: H1 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385707 TRANS ID: 366714 WARNINGS 1 Builder and erecton contractor should be advised of all General Notes and Wamings before construcbon commences 2 2x4 compression web bracing must be installed where shown 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component unbl after ali bracing and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncaton handfing. shipment and installabon of components 6 This design is furnished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA. Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This tmss design is adequate for the design parameters shown Review and approval is the responsibility of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respecbvely unless braced throughout their length by contnuous sheathing such as plywood sheathing(TC) and/or drywall(BC) 3 2x Impact bridging or lateral bracing required where shown + * 4 Installabon of truss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry conditon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces of truss, and placed so their center tines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) II This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF #UBTR BC- 2x4 DF #UBTR WEBS. 2x4 DF STAND; 2x4 DF STUD A TC LATERAL SUPPORT c= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators; C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 20'- 7.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOB 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0' 20'- 7.0" CBC20tO/I6C2009 MAX MEMBER FORCES 4WR/GDF/Cq=f.00 1- 2=(-1673) 26 1-6=(-20) 1505 2-6=(-304) 46 2- 3=(-1441) D 6-7=( -7) 1031 6-3=( 0) 405 3- 4=(-1441) 0 7-5=(-20) 1605 3-7=( 0) 405 4- 5=(-1673) 26 7-4=(-304) 46 MAX VERT REACTIONS -4/ 803V -4/ 803V MAX HORZ REACTIONS -82/ 82H -82/ 82H BRG SIZE 5.60' 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 1,28 DF ( 625) 1.28 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.049" 9 6'- 11.5" Allowed = 0.983" MAX TL DEFL = -0.095" 9 6'- 11.6" Allowed = 1.311' 10-03-08 10-03-08 5-03-09 4-11-15 4-11-15 5-03-09 MAX HORIZ. LL DEFL = 0.017* 9 20' MAX HORIZ. TL DEFL = 0.034" 9 20' 1.5' 1.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind- 85 mph, b=16ft, TCDL=8.4,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 iMax CSI: fcTo.2B BC:0.30 Web:0.T6l 12 4.00 [ 14.00 M-1X3 M-1X3 =^ Jl LJ^l - -2» M-3X6 6 M-2.5X4 7 0.25" M-5x6(S) 111-3x6 3: 6-11-08 6-07-15 6-11-08 20-07 WEDGE REQUIRED AT HEEL(S). JOB NAME: 8045 PRATT - I Scale: 0.3310 Truss: I DES. BY: LA DATE: 12/17/2012 SEQ.: 5385708 TRANS ID: 356714 WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Warnings before constructon commences 2 2x4 compression vreb bracing must be installed where shown + 3 All lateral force resisting elements such as temporary and permanent stability braang must be designed by designer of complete structure CompuTrus assumes no responsibiPty for such bracing 4 No load shoukJ be applied to any component unbl after all braang and fasteners are complete and at no bme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility forthe fabncabon. handling, shipment and installabon of components 6 This design is furnished subject fo the limitatons set forth by TPI/WTCA in BCSI, copies of which wilt be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility of the buikfing designer, not the truss designer or tmss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respectvely unless braced throughout their length fay contnuous sheathing such as plywood sheathing(TC) and/or diywall(BC) 3 ^ Impact bridging or lateral bracing required where shown + + 4 Installaton oftruss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be locatea on both faces oftruss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic conneclor plate design vafues see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC; 2x4 OF #18,BTR BC: 2x4 DF #UBTR TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators. C,CN,C1B,CN18 (or no prefix) = CompuTrus M,M20HS,M18HS,M16 = MlTek MT series Inc TRUSS SPAN 20'- 7.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE OOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Wind; 85 mph, h=15ft, TCDL=8.4,BC0L=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Gable end truss on continuous bearing wall UON M-1x2 or equal typical at stud verticals. 'Refer to CompuTrus gable end detail for complete specifications. Max CSf; TC'O.00 BC:0.00 Web;0."00] 10-03-08 10-03-08 12 4.00 \-' 12 =^ 4.00 t£i-(^ it 3: 1/1-3x5(8) M-2.5X5 M-2.5X5 13-07-08 6-11-08 20-07 JOB NAME: 8045 PRATT - 11 scale; 0.4043 Truss: 11 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385709 TRANS ID: 356714 WARNINGS. 1 Builder and erecbon contractor should be advised of all General Notes and Wamings before constructon commences 2 2x4 compCQssion web bracing must be installed where shown •'• 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 Ho load should be app^ed to any component until after all braang and fasteners are complete and at no tme shouki any toads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncabon, handling, shipment and installabon of components 6 This design is hjmished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MtTek USA, Inc/CompuTrus Software +7 6 4-SP2(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parameters shown Review and appioval is the responsibility of the buiMmg designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respecbvely unless braced throughout their length by conbnuous sheathing such as plywood sheathing(TC) and/or dryvrall{BC) 3 2x Impact bndging or lateral braang required where shown -•- 4 Installaton of truss (s the responsibifity of (he respective contractor 5 Design assumes trusses are to be used in a non-corrosive environn>ent, and are for "dry condibon" of use 6 Design assumes full beanng at alt supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 6 Pistes shall be located on both faces of truss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311. ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC; 2x4 DF #18,BTR BC: 2x4 DF #UBTR WEBS- 2x4 DF STUD; 2x6 DF #2 A TC LATERAL SUPPORT BC LATERAL SUPPORT 16-04-00 TERMINAL HIP SETBACK 8-02-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) 12"0C. UON. 12"0C. UON. TC UNIF LL( BC UNIF LL( 40.0)+DL( 0.0)+DL( LOADING 28.0)= 68.0 PLF 25.4)= 25.4 PLF CBC2010/IBC2009 MAX MEMBER FORCES 4WR/G0F/Cq=1.00 1- 2=(-3030) 46 1-4=(-36) 2748 4-2=(0) 430 2- 3=(-3030) 48 4-3=(-36) 2748 0.0" TO 16' 0.0" TO 16' 4.0" V 4.0' V Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M1SHS,M16 = MlTek MT series ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 OIA GUN nails staggered at. 9" oc throughout 2x4 top chords, 9" oc throughout 2x4 bottom chords, 9" oc throughout webs. TC CONC LL( 7B0.4)tDL( 546.3)= 1326.6 LBS ? 8'- 2,0" LIHITEO STORAGE OOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 16'- 4.0" MAX VERT REACTIONS 0/ 142BV 0/ 1426V MAX HORZ REACTIONS -68/ 68H •68/ 68H BRG SIZE 5.50" 5.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 2,28 DF ( 625) 2.28 OF ( 625) VERTICAL DEFLECTION LIMITS. LL=L/240, TL=L/180 MAX LL DEFL = -0.041" ? 8'- 2.0" Allowed = 0.771" MAX TL DEFL = -0.079" ? 8'- 2,0' Allowed = 1.028" MAX HORIZ. LL DEFL = 0.014" MAX HORIZ. TL DEFL = 0.027" 16' 15' 10.5" 10.5" -02 8-02 12 4.00 ,1326.60# nM-4x4 ,4.0" 12 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind; 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.e f ' , iax CSI: TC:0.86 BC:0.37 W6b:oT03] ~f CD -02 8-02 16-04 WEDGE REQUIREO AT HEEL(S). JOB NAME: 8045 PRATT Scale. 0.4230 Truss: J DES. BY: LA DATE: 12/17/2012 SEQ.: 5385710 TRANS ID: 356714 WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Warnings t>efore constructon commences 2 2x4 compression web braang must be installed where shown + 3 All lateral force resistng elements such as temporary and permanent stability bracing must be designed by designer of complele structure CompuTrus assumes no responsibility for such bracing 4 No (oad shoukl be applied to any component until after all bracing and fasteners are complete and at no bme shoukl any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility for the fabncabon, handling, shipment and instaffabon of components 6 This design is furnished subject to the limitatons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA. Inc /CompuTrus Sofhvare 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parameters shown Review and approval is the responsibility ofthe building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chonds to be laterally braced at 2' o c and at 10' o c respectively unless braced throughout their length by continuous sheathing such as plyvrood sheathingfTC) and/or drywall(BC) 3 2x Impact bridging or lateral bracing required where shown -^ + 4 Installabon oftruss is the responsibility ofthe respectve contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage rs provided 8 Plates shall tie tocated on both faces oftruss. and placed so their center lines coinade with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR BC: 2x4 DF fd&BTR WEBS: 2x4 DF STAND; 2X4 DF STUD A TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. Connector plate prefix designators; C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,H20HS,M16HS,M16 = MlTek HT series ** For hanger specs. - See approved plans TRUSS SPAN 16'- 1.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL{ 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKEO FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING LOCATIONS 0'. 0.0" 16'- 1.0" CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-1236) 33 1-6=(-27) 1100 2-6=(-308) 51 2- 3=( -908) 0 6-5=(-27) 1100 6-3=( 0) 344 3- 4=( -908) 0 6-4=(-308) 51 4- 5=(-1236) 33 MAX VERT REACTIONS -4/ 637V -3/ 617V MAX HORZ REACTIONS -68/ 63H -68/ 63H VERTICAL DEFLECTION LIMITS; MAX LL DEFL = -0.028' 13 8 MAX TL DEFL = -0.054" ? 8 BRG SIZE 5.50" 2.50' REQUIRED BRG AREA SQ.IN. (SPECIES) 1.02 DF ( 625) 0.99 OF ( 625) LL=L/240, TL=L/160 - 2.0" Allowed = 0.771" - 2.0" Allowed = 1.028' MAX HORIZ. LL DEFL = 0.011" MAX HORIZ. TL DEFL = 0.022" 15' 15' 10,5" 10.5" 8-02 7-11 4-01-15 12 4.00 t 4-00-01 4-00-01 3-10-15 iwi-4x4 1 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ^ind. 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI. TC:0.15 BC:0.41 Web 0.141 U-1X3 M-1X3 tf M-4X4 8-02 7-11 16-01 WEDGE REOUIRED AT HEEL(S). JOB NAME: 8045 PRATT - J1 Scale 0.3965 Truss: J1 DES. BY: LA DATE: 12/17/2012 SEQ.: 5385711 TRANS ID: 356714 WARNINGS 1 Builder and erecton contractor should be advised of all General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shown -•- 3 All lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component unbl after all bracing and fasteners are complete and at no tme should any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibility forthe fabncaton, handling, shipment and installaton of components 6 This design is furnished subject to the limitatons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless othenwise noted 1 This truss design is adequate for the design parameters shown Review and approval ts the responsibility of the building designer, not the truss designer or tmss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respectvely unless braced throughout their length by conbnuous sheathing such as plywood sheathingfTC) and/or drywali(BC) 3 2x Impact bridging or lateral braang required where shown + + 4 Installabon oftruss is the responsibility ofthe respective contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry conditon" of use 6 Design assumes full beanng at all supports shown Shim or wedge if necessary 7 Design assumes adequate drainage is provided 8 Plates shall be located on both faces oftruss, and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 pvIiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC: 2x6 DF #UBTR; 2x4 DF (fl&BTR T2 BC: 2x6 DF KUBTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. NOTE: 2X4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series 12-03-00 GIRDER SUPPORTING 16-07-00 LOAD DURATION INCREASE = 1.25 (Non-Rep) LOADING TC UNIF LL( 40.0)tDL( 28.0)= 68.0 PLF 0'- 0.0' TO 12' ac UNIF LL( 145.S)+DL( 148.5)= 294.4 PLF 0'- 0.0" TO 12' LIMITED STORAGE OOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOU CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: (2) rows 9 9" oc throughout 2x6 top chords, 9" 00 throughout 2x4 top chords, (2) rows 9 9" oc throughout 2x6 bottom chords, 9" oc throughout webs. 3.0' 3.0' BEARING LOCATIONS 0'- 0.0" 12'- 3.0" 5-00 2-03 5-00 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-4486) 20 1- 5=(-16) 4234 5- 2=( 0) 1104 2- 3=(-4230) 16 5- 6=(-18) 4172 5- 3=(-12) 62 3- 4=(-4556) 20 6- 4=(-16) 4300 3- 6=( 0) 1108 MAX VERT REACTIONS -12/ 2220V -12/ 2220V MAX HORZ REACTIONS -44/ 44H -44/ 44H BRG SIZE 5.50" 6.50" REQUIRED BRG AREA SQ.IN. (SPECIES) 3.55 DF ( 625) 3.65 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.038" g 5'- 0.0" Allowed = 0.567" MAX TL DEFL = -0.073" g 6'- 0.0" Allowed = 0.756" MAX HORIZ. LL DEFL = MAX HORIZ. TL DEFL = 0.010" 9 11' 0.019' § ir 9.5- 9.5' 12 4.00 r~ 12 14.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Wind- 85 mph, h=15ft, TCDL=8.4,BCDL=3,0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFBS, interior zone, load duration factor=1 6 IMax CSI TC-0.13 BC;0.42 Web:0.23l M-6X8 M-6x8 4-06-11 3-03-06 4-04-15 12-03 JOB NAME: 8045 PRATT - K Scale; 0.4850 Truss: K DES. BY: LA DATE: 12/17/2012 SEQ.: 5385712 TRANS ID: 356714 1 Builder and erecton contractor should be advised of all General Notes and Warnings before consbucbon commences 2 2x4 compression web braang must be installed where shovm 3 All lateral force resistng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTrus assumes no responsibility for such bracing 4 No load should be applied to any component untl after all bracing and fasteners are complete and at no bme shoukl any loads greater than design loads be applied to any component 5 CompuTrus has no control over and assumes no responsibifity for the tabticaXson. handbrtg, shipment and installabon of componenls 6 This design is furnished subject to the limitabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc/CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parametera shown Review and approval is the responsibifity ofthe building designer, not the truss designer of truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2' o c and at 10' o c respectvely unless braced throughout their length by continuous sheathing such as plywood sheathingfTC) and/or dfywall(BC) 3 2x Impact bridging or lateral braang required where shown + 4 Installabon of truss is the responsibihty of the respective contractor 5 Design assumes trusses are to be used in a non-corrosive environn^nt, and are for "dry condibon" of use 6 Design assumes full beanng at alt supports shown Shim or wedge if necessary T Design assumes adequate drainage is provided 8 Plates shall bie located on both faces or truss, and placed so their center lines coincide with joint center lines 9 D^ite indicate size of plate m inches 10 For baste conneclor plate design values see ESR-1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA LUMBER LUMBER SPECIFICATIONS TC; 2x4 DF #1&BTR 8C; 2x4 DF *t«BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. OVERHANGS: 0.0" 3.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MlTek MT series TRUSS SPAN 6'- 2.8" LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+0L( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-02-12 CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1- 2=(-65) 17 1-4=(-42) 22 2-4=(-231) 26 2- 3=(-13) 5 BEARING LOCATIONS 0'- 0.0" 6'- 2.8" MAX VERT REACTIONS -1/ 244V -8/ 262V MAX HORZ REACTIONS -43/ 45H -43/ 45H BRG SIZE 5.50" 5.50" REQUIREO BAG AREA SQ.IN. (SPECIES) 0.39 DF ( 625) 0.42 DF ( 625) VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = 0.000" ? 0'- 0.0" Allowed = MAX TL DEFL = 0.000" ? 0'- 0.0" Allowed = MAX TC PANEL LL DEFL = -0.061' ? 3'- 1.6" Allowed = MAX TC PANEL TL DEFL = -0.103" ? 3'- 1.5" Allowed = 0.025" 0.033" 0.367" 0.550" MAX HORIZ. LL DEFL = 0.000' ? 0' MAX HORIZ. TL DEFL = 0.000" 9 0' 5.5" 5.5" 3.62 C= This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-1x3 Wind: 85 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 7-05, IMax CSI: TC;0.36 BC.O.16 Weh:0.05l -4^ 6-02-12 0-03 JOB NAME: 8045 PRATT - L Scale. 0.6275 Truss: L DES. BY: LA DATE: 12/17/2012 SEQ.: 5385713 TRANS ID: 356714 WARNINGS 1 Builder and erecbon contractor should be advised of all General Notes and Warnings before construcbon commences 2 2x4 compression web bracing must be installed where shown + 3 Ali lateral force resisbng elements such as temporary and permanent stability bracing must be designed by designer of complete structure CompuTms assumes no responsibility for such bracing 4 No bad shoukJ be applied to any component unbl after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component 5 CompuTrus has no conb-ol over and assumes no responsibility for the fabncabon, handling, shipment and installabon of components 6 This design is furnished subject to the lirmtabons set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request MlTek USA, Inc /CompuTrus Software 7 6 3-SP6(1L)-E GENERAL NOTES, unless otherwise noted 1 This truss design is adequate for the design parameters shovm Review and approval is the responsit»tity of the building designer, not the truss designer or truss engineer 2 Design assumes the top and bottom chords to be laterally braced at 2'oc and at 10' o c respectvely unless braced throughout their length by contnuous sheathing such as plywood sheathingfTC) and/or dryvfall(BC) 3 ^ Impact bndging or lateral braang required where shown * + 4 Installaton oftruss is the responsibi% ofthe respectve contractor 5 Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condibon" of use 6 Design assumes full beanng at all supporte shown Shim or wedge tf necessaty 7 Design assumes adequate drainage is provided 8 Plates shall be locatea on both faces oftruss. and placed so their center lines coincide with joint center lines 9 Digits indicate size of plate in inches 10 For basic connector plate design values see ESR-1311, ESR-1988 (MiTek) CampuTrus. Inc. Custom Software Engineenng Manufactunng WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown-t-. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted. 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility ofthe building designer, not the truss designer or truss engineer. 2 Design assumes the top and bottom chords to be laterally braced at 2' and 10' o.c respectively unless braced throughout their length by conbnuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). CampuTrus, Inc. 31945 Corydon Rd Lake Elsinore, CA 92530 (951) 245-9525 Fax (951) 245-9805 Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An altemate method to brace 1x3 / 2x4 bracing shown on a single member truss is to attach "T" bracing. T bracing is a 2x member placed flat on the web as shown in the figures. 1-1x3/2x4 Brace Required See appropriate CompuTrus Engineering 2 or 3-1x3/2x4 Braces Shown See appropriate CompuTrus Engineering 2x4 T Brace •Web 2x6 T Brace -Web 2x4 T Brace -Web The T brace must be at least 80% of the web length and is attached with 8d nails at 3" o.c. throughout. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace may be substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s) must be of equal or better material than the web. CompuTrus. Inc. TRUSSES SPACED AS REQUIRED Custom Software Engineenng IVIanufacturing FILE NO BLOCKING DETAILS DATE 07/23/08 REF 25,15-1 DES SC IBC 2006/CBC 2007 SEQ S151507 DOUBLE TOP PLATE T"T"T- -V- I 3-16d NAILS THROUGH SPACER BLOCK INTO TOP PLATE NAIL TRUSS TO SPACER BLOCK _L._WrrH 2-16d NAILS TpARALLEL ONE SIDE, TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS OPPOSITE SIDE r -r~T"r T~"r"r -4- in 2-16d NAILS INTO EAVE BLOCK STUDS SPACED AS REQUIRED SECTION ArA TOENAIL 2-I6ci NAILS INTO EAVE BLOCK ALTERNATE EXTERIOR WALL EAVE BLOCK WITH 2-16d NAILS PARALLEL ONE END, 2-16d NAILS TOENAILED OPPOSITE END Campulrus, Inc. DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS Custom Software Engineenng Manufactunng VALLEY PADS JACK POSTS JACK PURLINS RIDGE BOARD RIDGE POST RIDGE PURLIN SPACED 24" 0 c CLEAR SPAN NOT TO EXCEED B'-O" FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C S I LOADING 1x6 0R2-2x4's 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0" o c AND NAILED TO JACK PURLINS 2x4x4'-0" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED M1NIMUM2)6 NO 2 HEM-FIR 2x4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN S'-O " o c AND NAILED TO RIDGE PURLIN. 2x4 WHOSE LENGTH IS 1/2 THE VALLEYWIDTH AT THE POINT INDICATED BY A RIDGE POST RIDGE BOARD - NAILING PER IBC/IRC 2006 END WALL, GABLE END OR GIRDER TRUSS SECTION A-A FILE NO CALIF FILL DETAIL DATE 01/20/08 REF 25,15-1 DES SC IBC 2006 / CBC 2007 SEQ S151509 TRUSS AT 24" o c J CampuTrus. inc. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineenng Manufactunng POINT DOES NOT MEET WITH COMMON TRUSS SHAPED BLOCK CROSS BLOCK EXTENDED END JACK SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING FILE NO CALIF HIP DETAIL DATE 07/23/08 REF 25,15-1 DES SC IBC 2006/CBC 2007 SEQ SI 51508 COMMON TRUSS I A-A 4 SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING^ COMMON TRUSS COMMON TRUSS- HIP GIRDER TRUSS n EXTENDED END END JACK BOTTOM CHORDS U HIP TRUSS See Engineereing for Details B <- EXTENDED TOP CHORD SECTION 2x4 Vertical at •4'-0" 0 c typical 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING SECTION A-A Compulrus. Inc. Custom Software Engineenng Manufactunng NON-BEARING PARTITION PERPENDICULAR TO TRUSS BOTTOM CHORD SECTION A-A TRUSS CLIP OR' -EQUAL WITH 1-16d NAIL OR EQUAL J41 •"1 jir X: 2x4 BLOCK-ATTACHED WITH 2-16d NAILS AT EACH END -% 1^ TiT -1 2x4 BLOCK SPACED 24-oc TYPICAL ±1- TRUSS BOTTOM CHORD SECTION B-B NON-BEARING PARTITION PARALLEL TO TRUSSES <1 1^ [> — ••' - •• — 1 - SECTION C-C SPACER BLOCK FILE NO CONNECTION DETAILS DATE 01/20/08 REF 25-15-1 DES SC IBC 2006 /CBC 2007 SEQ SI 51506 (3) NAIL TRUSS TO BLOCK (?) SET NEXT TRUSS AND TOE NAIL TO PLATE TRUSSES SPACED AS (T) NAIL SPACER BLOCK TO TRUSS © 4 ) BACK NAIL /\FTER ALL \ TRUSSES ARE ERECTEDX 3-16d TYPICAL CampuTrus. Inc. Custom Software Engineenng Manufactunng SETBACK FROM END WALL PER ENGINEERING < > DUTCH GABLE TRUSS SIDE VIEW TYPICAL END JACK SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE END JACK TOP CHORD DUTCH GABLE TRUSS END JACK Bottom Chord, Use Wedge at Comer Members or Where No Ceiling is Specified COMMON TRUSS FLE NO DUTCH FRAMING DETAIL DATE 07/23/08 REF 25,15-1 DES SC IBC 2006/CBC 2007 24" 0 c TYPICAL DUTCH GABLE TRUSS —. \ SIDE JACKS / \ /I END JAC J KS F IP RAFTER K • FOR SIZE AND ATTATCHMENT REQUIREMENTS SEE ENGINEERING SETBACK FROM END WALL PER ENGINEERING Compulrus. Inc. Custom Software Engineenng Manufactunng FILE NO HIP FRAMING DETAIL DATE 07/23/08 REF 25,15-1 DES SC IBC 2006/CBC 2007 A) 2x4 Post attached to each truss panel point and over head purlin with 2-16d nails B) 2x4 No.1 Hem-Fir or No 2 Doug Fir purlin at 4'0" o o C) 2x4 No 1 Hem-Fir or No 2 Doug Fir stiffener attach to post wth 3- 16d nails D) HipTrussNol setback from end wall as noted on truss design E) Extended end jack top chord (typical) F) Common truss G) Hp Corner Rafter H) 2x4 Continuous lateral bracing J) Extended bottom chord Setback Section X \y Hp Truss at 24" o c (Typical) CampuTrus, Inc. Custom Software Engineenng Manufactunng +lnstall 2X4 bracing at flat top chord areas at2'-0" o c unless otherwise noted M-1 X3 AT VERTICALS UON M-1 )a AT VERTICALS UON TYPICAL HIP OVERFRAMING DETAIL Hip #6 Hip #4 Hip #2 FILE NO HIP OVERFRAMING DETAIL DATE 07/01/09 REF 25,15-1 DES SC IBC 2006 / CBC 2007 For Truss Details not shown see appropnate CompuTrus design Note Flat over framing matenal to be equal or better m size and grade offlatportion ofstmctural member CampuTrus. Inc. Custom Software Engineenng Manufacturing Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace the 2x4 bracing shown on a single member truss is to attach'T" bracing T bracing is a 2x member placed flat on the web as shown in the figures. 1-2x4 Brace Required See appropnate CompuTrus Engineenng 2x4 T Brace •Web 2 or 3-2x4 Braces Shown See appropnate CompuTrus Engineenng 2x6 T Brace Web 2x4 T Brace -Web The T brace must be at least 80% ofthe web length and is attached with 10d nails at6"o c throughout Typical at trusses 24"o c. only If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace maybe substituted If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom ofthe web maybe substituted The Tbrace(s)mustbeofequalorbettermatenalthanthe web FILE NO Lateral Brace Detail DATE 07/23/08 SEQ 2787671 IBC 2006/CBC 2007 Restraint required at each end of brace and at 20' intervals Lateral Brace Trusses at 24"o.c. typical . A . 2x4 lateral brace with 2-1 Od nails per truss. Refer fo CompuTrus Eng Brace must be 80% of the length ofthe web Alt. Lateral Brace Campulrus, Inc. Custom Software Engineenng Manufactunng PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO S'-O" AT HIP NO. 1 WITH CEILING LOAD OF 10psf Pressure block with 4-16d nails y 2'-0" oc typical 3-1 Od 3-1 Od T Pressure block with 4-16d nails 3-1 Od Bottom chord of Hp No 1 truss Hp No 1_ truss SIDE VIEW end jack X 3-1 Od pressure block NOTE Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails Bottom chords of end joints are attached with 3-1 Od nails at each end ofthe pressure block FILE NO PRESSURE BLOCKING DATE 01/20/08 REF 15,25-1 DES SC IBC 2006/CBC 2007 Compulrus. Inc. RAFTER SPAN CHARTS - 2006 LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C. Custom Software Engineenng Manufactunng END VERTICAL MAY BE OMITTED IF TOP CHORD IS ADEQUATELY SUPPORTED. AND LUMBER GRADES NOTE CONNECTOR PLATES SIZED FOR HANDLING ONLY AND MAYBE REPLACED WITH EQUAL FASTENER DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE < 4 12 = L/240 LIVE LOAD SLOPE >= 4 12 = L/180 LIVE LOAD IF DL >= 5 LL (ALL SLOPES) = L/180 TOTAL LOAD CEILING JOIST = L/240 INB LOAD FILE Rafter/End Jack Chart NO DATE 07/01/09 REF 25-1 RAFTER SLOPE RAFTER SLOPE RAFTER SLOPE <=4/12 >= 4-7/12 >= 7-12/12 TC LL (PSF) 20 20 16 16 16 16 TCDL (PSF) 8 15 7 14 7 14 TOTAL (PSF) 28 35 23 30 23 30 SIZE GRADE SPECIE 2x4 ss DF 9-7-8 9-2-0 10-0-8 9-4-8 9-4-0 8-8-8 2x4 #1&BTR DF 9-5-8 8-9-0 9-10-8 9-2-8 9-2-0 8-7-0 2x4 #1 DF 9-1-8 8-2-8 9-8-8 8-9-0 8-11-8 8-5-0 2x4 #2 DF 8-7-0 7-8-0 9-4-0 8-3-0 8-10-8 8-2-0 2x4 CONST DF 7-6-0 6-9-0 8-2-8 7-3-0 8-2-0 7-2-0 2x4 STUD DF 6-6-0 5-10-0 7-2-0 6-3-8 7-1-0 6-3-0 2x4 STAND DF 5-7-8 5-1-0 6-2-8 5-4-8 6-2-0 5-5-0 2x4 ss HF 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 #1&BTR HF 8-11-0 8-4-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 #1 HF 8-11-0 8-0-0 9-4-0 8-6-8 8-8-0 8-1-0 2x4 #2 HF 8-5-0 7-7-0 8-11-0 8-1-8 8-3-8 7-9-0 2x4 CONST HF 7-4-8 6-7-8 8-1-8 7-2-0 8-0-8 7-1-0 2x4 STUD HF 6-6-8 5-10-0 7-1-8 6-3-8 7-0-8 6-2-8 2x4 STAND HF 5-8-0 5-1-0 6-2-8 5-5-8 6-1-8 5-5-8 2x4 2400F MSR 9-9-8 9-4-0 10-2-8 9-6-0 9-6-0 8-10-8 2x4 21 OOF MSR 9-5-8 9-0-0 9-10-8 9-2-8 9-2-0 fi-7-0 2x4 1950F MSR 9-3-8 8-10-8 9-8-8 9-0-8 9-0-8 8-5-0 2x4 1800F MSR 9-1-8 8-8-8 9-6-0 8-10-8 8-10-8 8-3-0 2x4 1650F MSR 8-11-0 8-6-8 9-4-0 8-8-8 8-8-0 8-1-0 2x4 1450F MSR 8-6-8 8-0-8 8-11-0 8-4-0 8-3-8 7-9-0 2x6 ss DF 14-8-8 14-0-0 15-4-0 14-3-8 14-3-8 13-3-8 2x6 #1&BTR DF 14-2-0 12-8-8 15-1-0 13-7-8 14-0-8 13-0-8 2x6 #1 DF 13-3-0 11-10-0 14-5-8 12-8-8 13-10-0 12-7-8 2x6 #2 DF 12-4-8 11-1-8 13-6-8 11-11-0 13-6-0 11-10-0 2x6 STUD DF 9-7-0 8-7-8 10-6-8 9-3-8 10-5-8 9-2-8 2x6 ss HF 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7-0 2x6 #1&BTR HF 13-6-0 12-2-0 14-2-8 13-0-8 13-2-8 12-3-8 2x6 m HF 12-11-0 11-6-8 14-1-8 12-5-0 13-2-8 12-3-8 2x6 #2 HF 12-2-8 10-11-0 13-4-0 11-9-0 12-7-8 11-7-8 2x6 STUD HF 9-7-0 8-7-0 10-6-0 9-3-0 10-5-0 9-2-0 2x6 2400F MSR 14-11-0 14-2-8 15-7-0 14-6-0 14-7-0 13-6-0 2x6 2100F MSR 14-5-8 13-9-0 15-1-0 14-0-8 14-0-8 13-0-8 2x6 1950F MSR 14-2-0 13-6-0 14-9-8 13-9-8 13-10-0 12-9-8 2x6 180DF MSR 13-11-0 13-3-0 14-6-0 13-6-0 13-6-0 12-7-0 2x6 1650F MSR 13-7-8 12-11-8 14-2-8 13-3-0 13-2-8 12-3-8 2x6 1450F MSR 13-0-0 12-4-8 13-7-0 12-8-0 12-7-8 11-9-0 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 Jeff&Sonya Pratt 2390 Spruce Street Carlsbad, Califomia 92008 Subject: Foundation Excavation Observation Proposed Single-Family Residence (Pratt Residence) Chestnut Avenue, APN 205-112-46-00 Carlsbad, Califomia 92008 References: See Attaclied February?, 2013 ProjectNo. 12-1106F5 Dear Mr. & Mrs. Pratt: In accordance with your request, we have observed the foundation excavations for the proposed single-family residence at the subject site. The footings have been excavated to the proper depth and width into competent bearing soils and found to be in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 3). If we can be of further assistance, please do not hesitate to contact our office. Pages T-l, L-l and Plate No. 1 are parts of this report. Respectfully Submitted, Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD/md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Jeff&Sonya Pratt 2390 Spruce Street Carlsbad, California 92008 .lanuary 8, 2013 ProjectNo. 12-1106F5 Subject: Foundation Plan and Details Review Proposed Single-Family Residence (Pratt Residence) Chestnut Avenue, APN 205-112-46-00 Carlsbad, Califomia 92008 Reference: "Limited Geotechnical Investigation, Proposed Single-Family Residence (Pratt Residence), Chestnut Avenue, APN 205-112-46-00, Carlsbad, California 92008", Project No. 12-1106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated October 26, 2012. Dear Mr. & Mrs. Pratt: In accordance with your recjuest, wc have reviewed the foundation plan and details prepared by James A. Chinn, Architect of Del Mar, California for the proposed single-family residence at the subject site. The foundation plan and details were found to be in substantial conformance with the recommendations provided in the referenced geotechnical report. Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contaci our office. Respectfully submitted, >^amadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 Jeff & Sonya Pratt Febmary 7,2013 2390 Spmce Street Project No. 12-1106F5 Carlsbad, Califomia 92008 Subject: Report of Field Density Tests Proposed Single-Family Residence (Pratt Residence) Chestnut Avenue, APN 205-112-46-00 Carlsbad, Califomia 92008 References: 1. "Foundation Plan and Details Review, Proposed Single-Family Residence (Pratt Residence), Chestnut Avenue, APN 205-112-46-00, Carlsbad, Califomia 92008", Project No. 12-1106F5, Prepared by East County Soil Consultation and Engineering, Inc.,Dated January 8, 2013. 2. "Limited Geoteclinical Investigation, Proposed Single-Family Residence (Pratt Residence), Chestnut Avenue, APN 205-112-46-00, Carlsbad, California 92008", Project No. 12-1106F5, Prepared by East County Soil Consultation and Engineering, Inc.,Dated October 26,2012. Dear Mr. & Mrs. Pratt: This is to present the results of field density tests performed on the garage slab areas for the proposed single-family residence at the subject site. In accordance with your request, in-place field density tests were performed in accordance with ASTM D1556 (Sand Cone Method). Grading was conducted between January 29 and 30, 2013 under the observation and testing of a representitive of East County Soil Consultation & Engineering Inc. The results of the field density tests are presented on Page T-l under "Table of Test Results". The laboratory determinations of the maximum dry density and optimum moisture content of the fill soils are set forth on Page L-l under "Laboratory Test Results". The approximate test locations are shown on Plate No. 1. Following clearing and grubbing, i.e. the removal of vegetation and deleterious materials, subgrade soils were overexcavated to a depth of 2 feet below existing grade. Prior to the placement of new fill, the bottom of the excavation was scarified to a depth of approximately 6 inches, moisture conditioned and compacted. On-site fill soils consisting of silty sand were placed in thin lifts, moisture conditioned near optimum and compacted in excess of 90 percent relative compaction. Compaction was achieved with the use of a rubber-tired loader. JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECT NO. 12-1106F5 REFERENCES 1. "Report of Field Density Tests, Proposed Single-Family Residence (Pratt Residence), Chestnut Avenue, APN 205-112-46-00, Carlsbad, Califomia 92008", Project No. 12- 1106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 7,2013. 2. "Foundation Plan and Details Review, Proposed Single-Family Residence (Pratt Residence), Chestnut Avenue, APN 205-112-46-00, Carlsbad, Califomia 92008", Project No. 12-1106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 8,2013. 3. "Lunited Geoteclmical Investigation, Proposed Single-Family Residence (Pratt Residence), Chestnut Avenue, APN 205-112-46-00, Carlsbad, Califomia 92008", Project No. 12-1106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated October 26, 2012. JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECT NO. 12-1106F5 Based on our field observations and density test results, it is our opinion that the grading operation for the proposed single-family residence was performed in accordance with the referenced geotechnical report (Reference No. 2) and local grading ordinances. If we can be of fiirther assistance, please do not hesitate to contact our office. Pages T-l, L-l and Plate No. 1 are attached. Respectfiilly Submitted, Mamadou Saliou. RCE 54071, GE 2704 MSD/md JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECT NO 12-U06F5 PAGE T-l TABLE OF TEST RESULTS ASTMD1556 MAXIMUM DEPTH FIELD DRY DRY TEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET %DRY WT. P.C.F. P.C.F COMPACTION 1 1 1 6.7 117.8 124.0 95 2 1 1.5 6.4 116.7 124.0 94 3 1 2FG 6.6 114.2 124.0 92 4 1 1 6.7 117.0 124.0 94 5 1 2 FG 7.6 114.3 124.0 92 REMARKS FG = FINISH GRADE JEFF & SONYA PRA TT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 PAGE L-l LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6-inch diaineter 1/13.3 cubic foot compaction cylinder are presented as follows: SOIL TYPE/ PROCEDURE DESCRIPTION MAXIMUM DRY DENSITY LB/ CU. FT. OPTIMUM MOISTURE CONTENT % DRY WT. I/A DARK BROWN SILTY SAND 124.0 9.0 \ EAST COUNTY SOIL CONSULTATION 1 & ENGINEERING. INC. j 10925 HARTLEY RD.. SUITE 1. SANTEE. CA 92071 1 (619)258-7901 Fax (619) 258-7902 ik/^f ^ifi/yy^ /^yr ^^^^ ^ Jt? Baker Land Surveys, Inc. 4213 Sunnyhill Drive Carlsbad, CA. 92008 (760) 729-6676 bakerlandsurveys@gmail.com Building Lines CertiHcation Letter Date: February 14,2013 From: John Douglas Baker To: City of Carlsbad Engmeering and Building Department Subject: Building Lines certification for the construction of the residence located at 1070 Chestnut Ave., Carlsbad, CA. City of Carlsbad Building Permit # CB122399. This letter is to inform you that I, John Douglas Baker, Licensed Surveyor 6287, perfonned a field survey on 2/01/13 to provide W.A. Mckenzie Construction Company with building line stakes per said approved plans. A boundary survey was performed to establish property lines and said construction staking was in relation to the boundary survey. Sincerely, (0"70 CX'^^^^'^ James JL Chinn. Architect St8?!z,J.-.-iuji..ia3h!!6« 2120 Jimmy Durante Blvd., Suite 114 Del Mar, CA 92014 • Phone (858) 755-5863 Email :jameschinn400(ggmail.com 2-13-13 Building Inspector City of Carlsbad RE: Pratt residence 1070 Chestnut Ave. Dear Sir, The STB20 bolts for the HTT5 holdowns and the SSTB28 bolts for the wood strongwalls which sit on a concrete block stem wall will extend into the block and be hooked to a piece of horizontal steel. This is an acceptable installation for the condition. Thank you. {James Chirm, Architect ^ CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineermg 1635 Faraday Avenue 760-602-2750 www carlsbadca gov STORM WATER COMPUANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPPP requirements My project is not located Inside or within 200 feet of an environmentally sensitive area with a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-stonn water discharge(s) / My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 1516 ofthe Carisbad Municipal Code) ^ My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that n^ets one or more ofthe additional following cntena • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturbed area is locaied on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • construction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) I CERTIFY TO THE BEST OF MY KNCWLEDGE THAT ALL OF THE ABOVE CHECKED STATEME^^•S ARE TRUE AND CORRECT I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS I UNDERSTAND AND ACKNOWLEDGE THAT I MUST (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS, AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF GARLSBAD /NER(S)79WNER'S_AGENT NAME (PRINT) V 'S AGENT NAME (SIGNATURE) DATE ' OWNER(S)/OWNER'{ STORM WATER POLLUTION PREVENTION NOTES 1 ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALljUkTION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT 2 THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CrrY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE OTY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE 6 ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED SPECIAL NOTES PROJECT INFORMATION Site Address Assessor's Paroelltoiber. Project ID CT -0\- \"L- Constmction Permit No Estimated Construction Start Date. Project Duration Months Emergency Contact Name .SOMJA pRATT 24 hour Phone Perceived Threat to Stonn Water Quality B^edium • Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only crrY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By . Oate E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Tracking Control BMPs Non-Stonn Water Management BMPs Waste Management and Materials Pollution Control BMPs Best Management Practice (BMP) Descnption Geotextiles & Mats Wood Mulching Earth Dkes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Rber Rolls Gravel Bag Bemri Street Sweeping and Vacuuming Sandbag Bamer Storm Dram Inlet Protedion Stabilized Construction Ingress/Egress Stabilized Construction Roadway c o 1 Si \\ u Paving and Gnnding Ctoerations Potable Water/lmgation Vehicle and Equipment aeanina Matenal Delivery and Storage Matenal Use Stockpile Management Spill Prevention and Control Solid Waste Manaoement ffi •85 i t % \ 0 a Concrete Waste Manaoement CASQA Designation Construction Activity EC-7 EC-8 , EC-9 EC-11 ^ SE-1 SE-3 SE-4 SE-5 S SE-6 SE-7 SE-8 SE-10 . TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 i t i 1 Grading/Soil Disturbance • • • Trenching/Excavataon V Stockpiling Dnillng/Boring Concrete/Asphalt Saw cutting / / Concrete flatwork • 1/ Paving Conduit/PIpe installation ) Stucco/Mortar Work • Waste Disposal / Staging/ljay Down Area 1/ i/ / Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt • Other (list) Instmctions Begin by reviewing the list of con^ruction activities and checking the box to the left of any activity that will occur dunng the proposed constmction Add any other activity descnptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity descnption For each activity descmbed, pick one or more best management practices (BMPs) from the list located along the top of the form Then place an X in the box at the place where the activity row intersects with the BMP column Do this fbr each activity that was checked off and for each of the selected BMPs selected from the list For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt" Then review the list for something that applies such as "Stabilized Constmction Ingress/Egress" under Tracking Control Follow along the "Site Access Across Dirf row until you get to the "Stabilized Constmction Ingress/Egress" column and place an X in the box where the two meet As another example say the project Included a stockpile that you intend to cover with a plastic sheet Since plastte sheeting is not on the list of BMPs, then wnte in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column To learn more about what each BMP descnption means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropnate Best Management Practice measures The reference also explains the California Stomnwater Quality Association (CASQA) designation and how to apply the vanous selected BMPs to a project E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footprint is enlarged. Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca gov STORM WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) <^ My projecl does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 of the Carlsbad Municipal Code) >^ My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following cntena • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or • construction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS i UNDERSTAND AND ACKNOWLEDGE THAT I MUST (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS, AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD R'S AGENT NAME (PRINT) NER:(S)/OWNER'S AGENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1 ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN F5AIN IS EMINENT 2 THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE 6 ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED SPECIAL NOTES PROJECT INFORMATION Site Address Assessor's Parcel Number 2^*5'- t'l Project ID Construction Permit No Estimated Construction Start Date (/(fll 6. Project Duration. Months Emergency Contact NameS^j^ 24 hour Phone Perceived Threat to Storm Water Quality n Medium H^Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only GITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By Date E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Best Management Practice (BMP) Description -> Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Slit Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Bemi Street Sweeping and Vacuuming Sandbag Barrier Storm Dram Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Conservation Practices Paving and Gnnding Ocerations Potable Water/lrngation Vehicle and Equipment Cleanina Matenal Delivery and Storaae Matenal Use Stockpile Management .Spill Prevention and Contrnl Solid Waste Manaoement Hazardous Waste Manaoement Concrete Waste Manaoement CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 csl WM-3 WM-4 WM-5 WM-6 CO Grading/Soil Disturbance Trenching/Excavation Stockpiling X Dnlling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Conduit/Pipe Installation Stucco/Mortar Work >• Waste Disposal - /~ X Staging/Lay Down Area VT A Equipment Maintenance and Fueling Hazardous Substance Use/Storage X Dewatering Site Access Across Dirt Other (list) Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Instructions Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction Add any other activity descnptions in the blank activity descnption boxes provided for that purpose and place a check in the box immediately to the left of the added activity description For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the fomi Then place an X in the box at the place where the activity row intersects with the BMP column Do this for each activity that was checked off and for each of the selected BMPs selected from the list For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt" Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet As another example say the project included a stockpile that you intend to cover with a plastic sheet Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column To learn more about what each BMP descnption means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropnate Best Management Practice measures The reference also explains the California Stonmwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project E-29 Page 2 of 3 REV 4/30/10 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Jeff & Sonya Pratt October 26,2012 2390 Spruce Street Project No. 12-1106F5 Carlsbad, Califomia 92008 Subject: Limited Geotechnical Investigation Proposed Single-Family Residence (Pratt Residence) Chestnut Avenue, APN 205-112-46-00 Carlsbad, Califomia 92008 Dear Mr. & Mrs. Pratt: In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed development. Our investigation has found that the subject site is underlain by undocumented fill and topsoil to a maximum depth of approximately 3 feet below existing grade. Dense terrace deposits were imderlying these soils to the explored depth of 7 feet. It is our opinion that the development of the proposed single-family residence is geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. Respectfully submitted, lamadou Saliou Diallo, P.E. RCE 54071, GE2704 MSD\md JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 TABLE OF CONTENTS INTRODUCTION 3 SCOPE OF SERVICES 3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION 3 FIELD INVESTIGATION AND LABORATORY TESTING 4 GEOLOGY 4 Geologic Setting 4 Site Stratigraphy 4 SEISMICITY 5 Regional Seismicity 5 Seismic Analysis 5 2010 CBC Seismic Design Criteria 6 Geologic Hazard Assessment 6 GEOTECHNICAL EVALUATION 7 Compressible Soils 7 Expansive Soils 7 Groundwater 7 CONCLUSIONS AND RECOMMENDATIONS 7 GRADING AND EARTHWORK 8 Clearing and Grubbing 8 Stmctural Improvement of Soils 8 Transitions Between Cut and Fill 9 Method and Criteria of Compaction 9 Erosion Control 9 Standard Grading Guidelines 9 FOUNDATIONS AND SLABS 9 SETTLEMENT 10 PRESATURATION OF SLAB SUBGRADE 10 TEMPORARY SLOPES 11 TRENCH BACKFILL 11 DRAINAGE 11 FOUNDATION PLAN REVIEW 11 LIMITATIONS OF INVESTIGATION 11 ADDITIONAL SERVICES 12 PLATES Plate 1- Location of Exploratory Boreholes Plate 2 - Summaiy Sheet (Exploration Borehole Logs) Plate 3 - USCS Soil Classification Chart PAGE L-l, LABORATORY TEST RESULTS 14 REFERENCES 15 JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for a proposed two-story, single-family residence to be located on the north side of Chestnut Avenue, in the City of Carlsbad, Califomia. The objectives of the investigation were to evaluate the existing soils conditions and provide reconimendations for the proposed development. SCOPE OF SERVICES The following services were provided during this investigation: O Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area O Subsurface exploration consistuig of three (3) boreholes within the limits of the proposed area of development. The boreholes were logged by our Staff Geologist. O Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. O Laboratory testing of samples representative of the types of soils encountered during the field investigation O Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations O Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed development SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a rectangular-shaped residential lot located on the north side of Chestnut Avenue, in the City of Carlsbad, Califomia. The property, which encompasses an area of approximately 8,300 square feet, is vacant and sloping gently to the southwest. Vegetation consisted of grass. Site boundaries include Chestnut Avenue to the south and residential parcels to the remaining directions. The Site Plan prepared by James A. Chinn, Architect of Del Mar, Califomia indicates the proposed construction will include a single-family residence. The stmcture will be two-story, wood-framed and founded on continuous footings with raised-wood and slab-on-grade floors. JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1I06F5 FIELD INVESTIGATION AND LABORATORY TESTING On October 15, 2012, three (3) boreholes were excavated to a maximum depth of approximately 7 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shovm on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-l and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southem portion of what is known as the Peninsular Ranges Geomorphic Province of Califomia. The geologic map pertaining to the area indicates that the site is underlain by Pleistocene marine terrace deposits (Qt). Site Stratigraphy The subsurface descriptions provided are interpreted firom conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Undocumented Fill Undocumented fill soils were encoimtered in Boreholes No. 2 and 3 to a maximum depth of approximately 12 inches below existing grade. They consisted of reddish brown silty sand that was moist and loose in consistency. Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic materials, which supports vegetation. Topsoil was observed in all boreholes with a thickness of approximately 12 to 18 inches. It consisted of dark brown, silty sand that was dry to moist, loose and porous in consistency with some organics (roots and rootlets). JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 Marine Terrace Deposits (Ot) Marine terrace deposits were observed below the topsoil layer. They generally consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency. SEISMICITY Regional Seismicity Generally, Seismicity within Califomia can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southem Califomia where the subject site is located is considered seismically active. Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quatemary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quatemary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those fauhs with evidence of displacing Quatemary sediments between 11,000 to 16,000 years old. Seismic Analvsis Based on our evaluation, the closest known "active" fault is the Rose Canyon Fault located approxunately 8 kilometers (5 miles) to the west. The Rose Canyon Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing deterministic methods (Eqseach/ Eqfault ver 3.0, Blake, 2008) for active Quatemary faults within the regional vicinity. The site may be subjected to a Maximum Probable Earthquake of 6.9 Magnitude along the Rose Canyon fault, with a corresponding Peak Ground Acceleration of 0.45g. The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce stmctural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.29g. JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECT NO. 12-1106F5 2010 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 8 km to the west. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed residential stmcture should be designed in accordance with seismic design requirements ofthe 2010 Califomia Building Code or the Stmctural Engineers Association of Califomia using the following seismic design parameters: 'k iK:tl%i^;Y^vLl3E^-;!,' '^'sf^^^^i Site Class D Table 1613.5.2 Mapped Spectral Acceleration For Short Periods, Ss 1.253 Figure 1613.5(3) Mapped Spectral Acceleration For a 1-Second Period, Sj 0.473 Figure 1613.5(4) Site Coefficient, Fa 1.00 Table 1613.5.3(1) Site Coefficient, Fv 1.527 Table 1613.5.3(2) Geologic Hazard Assessment Ground Rupture Ground mpture due to active faultuig is not considered likely due to the absence of known fault traces within the vicmity of the project; however, this possibility cannot be completely ruled out. The unlikely hazard of ground mpture should not preclude consideration of "flexible" design for on-site utility lines and coimections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater and consistency of the underlying terrace deposits, it is our opinion that the potential for hquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic hazards related to landsliding to the proposed development or adjacent properties. Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation. The site is also not subject to seiches (waves in confined bodies of water). JEFF & SONYA PRA TT/ CHESTNUT A VENUE PROJECT NO. 12-1106F5 GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed constmction is feasible from a geotechnical standpoint provided the recommendations provided herein will be properly implemented during stmctural development. In order to provide a uniform support for the proposed stmcture, footings should be excavated into properly compacted fill soils or extended to the dense terrace deposits. The new foundation may consist of reinforced continuous and/ or spread footings. Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section ofthis report. Compressible Soils Our field observations and testing indicate low compressibility within the terrace deposits, which underlie the site. However, loose undocumented fill and topsoil were encountered to a maximum depth of approximately 3 feet below surface grades. These soils are compressible. Due to the potential for soil compression upon loading, remedial grading of these loose soils, including overexcavation and recompaction wdll be required unless footings are extended to the dense terrace deposits. FoUowuig implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. The low-settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork constmction are presented in the Grading and Earthwork recommendations section of this report. Expansive Soils An expansion index test was performed on a representative sample of the terrace deposits to determine volumetric change characteristics with change in moisture content. An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The subject site is located at an elevation of approximately 100 feet above Mean Sea Level. We do not expect groundwater to affect the proposed constmction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is suitable for the proposed residential development provided the recommendations set forth are implemented during constmction. JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 GRADING AND EARTHWORK Based upon the proposed constmction and the information obtained during the field investigation, we anticipate that the proposed stracture will be founded on continuous and/ or spread footuigs, which are supported by properly compacted fill or dense terrace deposits. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during constmction by our field representative. Clearing and Grubbing All areas to be graded or to receive fill and/or stmctures should be cleared of vegetation. Vegetation and the debris from the clearing operation should be properly disposed of off-site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during gradmg. All holes, frenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose undocumented fill and topsoil cover the site to a maximum depth of approximately 3 feet below existing grade. These surficial soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: * All topsoil, undocumented fill and other loose natural soils should be completely removed from areas, which are planned to receive compacted fills and/or stmctural improvements. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minunum depth of 6 inches, moisture-conditioned within 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D1557 test method). * Overexcavation should be completed for the stmctural building pad to a minimum depth of 3 feet below finish pad grades. The limit of the required areas of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). * Soils utilized as fill should be moisture-conditioned and recompacted in conformance with the follovving Method and Criteria of Compaction section ofthis report. The depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. * An altemative to the overexcavation and recompaction of the existing loose soils is to extend the footings to the dense terrace deposits. However, for slab support, we recommend overexcavation and recompaction of the upper two feet of subgrade under the proposed JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECT NO. 12-1106F5 garage slabs. Foundation excavations should be observed by a representative of this firm to verify competent bearing soils. Transitions Between Cut and Fill The proposed stmcture is anticipated to be founded in either properly compacted fill or dense terrace deposits. Cut to fill fransitions below the proposed stracture should be completely elimuiated during the earthwork constraction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method D1557. The on-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Erosion Control Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion. During constraction, surface water should be confroUed via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The confractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines ofthe current edition of the Uniform Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Gradmg Guidelines, the requirements outlined in the report shall govem. FOUNDATIONS AND SLABS a. Continuous and spread footings are suitable for use and should extend to minimum depths of 18 and 12 inches for the proposed residence and garages respectively into the properly compacted fill soils or dense terrace deposits. Continuous footings should be at least 15 and 12 inches in width JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECTNO. 12-1106F5 respectively and reinforced with a minimum of four #4 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. Isolated or spread footings should have a minimum width of 24 inches. Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom. b. The garage floor slabs should be a minimum 4 inches thick. Reinforcement should consist of #3 bars placed at 18 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. c. Where moisture sensitive floor coverings are anticipated over the slabs, the 10-mil plastic moisture barrier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or cmshed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. d. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils or the dense terrace deposits as set forth in the 2010 Califomia Building Code, Table 1804.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2. e. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the type and minor thickness of the fill soils anticipated under the proposed footings and the light building loads, total and differential settlements should be within acceptable limits. PRESATURATION OF SLAB SUBGRADE Because of the granular characteristics of the existing soils, presoaking of the subgrade prior to concrete pour is not required. However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following site preparation. 10 JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constracted in fill or natural soil. Any temporary cuts beyond the above height consfraints should be shored or further laid back following a 1:1 (horizontal to vertical) slope ratio. OSHA guidelines for french excavation safety should be implemented during constraction. TRENCH BACKFILL Excavations for utility lines, which extend under stractural areas should be properly backfilled and compacted. Utilities should be bedded and backfilled vdth clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. DRAINAGE Adequate measures should be undertaken to properly finish grade the site after the stracture and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area. A minimum gradient of 1 percent is recommended in hardscape areas. For earth areas, a minimum gradient of 5 percent away from the stracture for a distance of at least 5 feet should be provided. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the stracture and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plans during the design phase to assure conformance with the intent of this report. During constraction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. 11 JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration frenches, boreholes and surface exposures. As in most major projects, conditions revealed by constraction excavations may vary with preluninary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or altemate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the stractural plans. The necessary steps should be taken to see that the confractor and subconfractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our confrol. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during constraction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-l and References are parts ofthis report. 12 EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD . SUITE 1. SANTEE. CA 92071 (619) 258-7901 Fa* (619) 258-7902 ^^^^k^^^/i/^ ,.^^?2;?»,^£^ <^f^.^s 1 JEFF & SONYA PRATT/ CHESTNUT A VENUE PROJECTNO. 12-1106F5 PLATE NO. 2 SUMMARY SHEET BOREHOLE NO. 1 DEPTH SOIL DESCRIPTION Surface TOPSOIL dark brown, dry to moist, loose, porous, silty sand with rootlets 1.5' TERRACE DEPOSITS (Qt) reddish brown, dry to moist, medium dense to dense, silty sand 7.0' bottom of borehole, no caving, no groundwater borehole backfilled 10/15/12 Y M BOREHOLE NO. 2 DEPTH SOIL DESCRIPTION Surface UNDOCUMENTED FILL reddish brown, moist, loose silty sand 0.5 TOPSOIL dark brown, dry, loose, porous, silty sand with rootlets 1.5' TERRACE DEPOSITS (Qt) reddish brown, dry to moist, medium dense to dense, silty sand 5.0' bottom of borehole, no caving, no groundwater borehole backfilled 10/15/12 Y M BOREHOLE NO. 3 DEPTH SOIL DESCRIPTION Surface UNDOCUMENTED FILL reddish brown, moist, loose silty sand 1.0 TOPSOIL dark brown, dry, loose, porous, silty sand with rootlets 2.5' TERRACE DEPOSITS (Qt) reddish brown, dry, medium dense to dense, silty sand 4.0' bottom of borehole, no caving, no groundwater borehole backfilled 10/15/12 Y 107.5 M 4.2 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 13 MAJOR DIVISIONS SYMBOL DESCRIPTION COARSE GRAINED SOILS (MORE THAN Vi OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vz OF COARSE FRACTION >N0 4 SIEVE SIZE) GW WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN Vi OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vz OF COARSE FRACTION >N0 4 SIEVE SIZE) GF POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN Vi OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vz OF COARSE FRACTION >N0 4 SIEVE SIZE) GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES COARSE GRAINED SOILS (MORE THAN Vi OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vz OF COARSE FRACTION >N0 4 SIEVE SIZE) GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES COARSE GRAINED SOILS (MORE THAN Vi OF SOIL > NO 200 SIEVE SIZE) SANDS (MORE THAN OF COARSE FRACTION < NO 4 SIEVE SIZE) SW WELL GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SANDS (MORE THAN OF COARSE FRACTION < NO 4 SIEVE SIZE) SP POORLY GRADED SANDS OR GRAVELLY SANDS. LnTLEORNO FINES SANDS (MORE THAN OF COARSE FRACTION < NO 4 SIEVE SIZE) SM SILTY SANDS, SILT-SAND MIXTURES SANDS (MORE THAN OF COARSE FRACTION < NO 4 SIEVE SIZE) SC CLAYEY SANDS, SAND-CLAY MIXTURES FINE GRAINED SOILS (MORE THAN OF SOE. <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 ML INORGANIC SILTS AND VERY FINE SANDS. ROCK FLOUR. SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS wrrn SLIGHT PLASTicrrY FINE GRAINED SOILS (MORE THAN OF SOE. <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS FINE GRAINED SOILS (MORE THAN OF SOE. <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICFTY FINE GRAINED SOILS (MORE THAN OF SOE. <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >50 MH INORGANIC SILTS, MICACEOUS OR DL^TOMACEOUS FINE SANDY OR SILTY SOELS, ELASTIC SILTS FINE GRAINED SOILS (MORE THAN OF SOE. <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS FINE GRAINED SOILS (MORE THAN OF SOE. <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) CLASSIFICATION RANGE OF GRAIN SIZES U.S. STANDARD GRAIN SIZE IN SIEVE SIZE MILLIMETERS BOULDERS Above 12 Inches Above 305 COBBLES 12 Inches To 3 Inches 305 To 76 2 GRAVEL 3 Inches to No 4 76 2 to 4 76 Coarse 3 Inches to V* Inch 76 2 to 19.1 Fine y< Inch to No 4 19 1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 Coarse No 4 to No. 10 4.76 to 2.00 Medium No. 10 to No. 40 2 00 to 0.420 Fme No 40 to No 200 0.420 to 0.074 SILT AND CLAY Below No 200 Below 0.074 fir ClBM'f IWTIM Bf fliw-jrtwrt will / MD ttM'intfiti 'nc'ie«af e»«'»«-ir»i"« / EwoTia* of "U'-IMW vtf'lesi «t H.«ll to? / yi / 1 ^ / 1 MH ^ OH ML»"0L 1 1 I GRAIN SIZE CHART PLASTICITY CHART EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNU 92071 U.S.C.S. SOIL CLASSIFICATION JEPF Is SOMA PRATT PROJECT PROJECT NO. 12-1106F5 PLATE NO. 3 OCT. 26, 2012 JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECTNO. 12-1106F5 PAGE L-l LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) The maximum dry density and optimum moisture content of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6-inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: SOIL TYPE/ PROCEDURE DESCRIPTION MAXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT (%) LOCATION 1/A REDDISH BROWN SILTY SAND 124.0 9.0 BH-3(g0.5' EXPANSION INDEX TEST (ASTM D4829) INITLA.L MOISTURE CONTENTr%) SATURATED MOISTURE CONTENTCro) INITIAL DRY DENSITY EXPANSION (PCF) INDEX LOCATION 9.5 17.0 108.5 0 PARTICLE SIZE ANALYSIS (ASTM D422) BH-1 @2.5' Pl.lLl.IllP lll_ ' . Sie\eSize Fill 7 ei race Deposits *r 1" 1/2" -- 3/8" -- #4 -- #8 100 - #16 99 100 #30 95 97 #50 55 58 #100 30 28 #200 23 21 USCS SM SM 14 JEFF&SONYA PRATT/CHESTNUT AVENUE PROJECTNO. 12-1106F5 REFERENCES 1. "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, Califomia 92008", Project No. 11-1106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated April 18, 2011. 2. "2010 Califomia Building Code, Califomia Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by Intemational Code Council. 3. "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1080 Chestnut Avenue, City of Carlsbad, Califomia", Project No. 09-1106F5, Prepared by East County Soil Consultation and Engineering, Inc., Dated January 4, 2010. 4. "Limited Geotechnical Investigation, Proposed Residential Additions, 3920 Highland Drive, City of Carlsbad, Califomia", Project No. 10-1106G6, Prepared by East County Soil Consultation and Engineering, Inc., Dated October 6, 2010. 5. "Eqfault/ Eqsearch, Version 3.0", by Blake, T.F., 2000, Updated 2008. 6. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. 7. "1997 Uniform Building Code, Volume 2, Structural Engineering Design Provisions", Published by Intemational Conference of Building Officials 8. "Maps of Known Active Fault Near-Source Zones in Califomia and Adjacent Portions of Nevada to be used with the 1997 Uniform Building Code", Published by Intemational Conference of Building Officials. 9. "Geologic Maps of the Northwestem Part of San Diego County, Califomia", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. 10. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, 1994. 11. "Foundations and Earth Stmctures, Design Manual 7.2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. 12. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and I.M. Idriss, 1982. 15 PERFORMANCE CERTIFICATE: Residential (Part 1 Of 5) CF-1R Project Name Pratt Residence Building Type EZI Single Family • Addition Alone • Multl Family • Existing+ Addition/Alteration Date 11/6/2012 Project Address Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,036 Addition n/a # of stones 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures ~ If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes El No Special Features - If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity {ff) Features (see Part 2 of 5) Status Floor Wood Framed w/Crawl Space R-19 1,627 New Wall Wood Framed R-13 3,557 New Door Opaque Door None 81 New Roof Wood Framed Attic R-30 2,099 New Floor Wood Framed w/o Crawl Space R-19 480 New FENESTRATION u-Exterior Orientation Area{fl^ Factor SHGC Overliang Sidefins Sliades Status Front (S) 200 4 0 380 0 36 none none Bug Screen New Right (E) 132 0 0 380 036 none none Bug Screen New j Rear(N) 169 4 0 380 036 none none Bug Screen New ' Left (W) 36 0 0 380 036 none none Bug Screen New Skylight 8 0 1 300 0 60 none none None New ^ HVAC SYSTEMS Oty. Heating Min. Eff Cooling Min. Eff Thermostat Status Central Furnace 80% AFUE Split Air Conditioner 13 0 SEER Setback New Central Furnace 80% AFUE Split Air Conditioner 13 0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 4 2 New HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Instant Gas 0 82 No Pipe Insulation New EnergyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-11-06713:56:42 ID Page 1 of 10 PERFORMANCE CERTIFICATE: Residential (Part 2 Of 5) CF-1R Project Name Pratt Residence Building Type El Single Family • Multl Family • Addition Alone • Existing-H Addition/Alteration Date 11/6/2012 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the Items specified in this checklist These items require special written justification and documentation, and special venfication to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnergyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-11-06X13:56:42 ID Page 2 of 10 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Pratt Residence Building Type US Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 11/6/2012 ANNUAL ENERGY USE SUMMARY standard Proposed Margin "'"'^^ (kBtu/ft^-yr) Space Heating 10 64 12 50 -1 86 Space Cooling 7 47 7 10 0 38 Fans 4 26 4 42 -0 15 Domestic Hot Water 12 60 9 66 2 94 Pumps 0.00 0 00 0 00 Totals 34 98 33 67 1 31 Percent Better Than Standard: 37% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Front Orientation- Number of Dwelling Units: Fuel Available at Site: Raised Floor Area- Slab on Grade Area- Average Ceiling Height: Fenestration Average U-Factor- Average SHGC: fS; 180 deg 1 00 Natural Gas 2,107 0 9 1 0 38 0 36 Ext. Walls/Roof (SJ (W) (N) (E) Roof Wall Area 1,062 ),026 1,062 1,026 2,107 TOTAL: Fenestration/GFA Ratio: Fenestration Area 200 36 169 132 8 546 18 0% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING, COOLING AND DHW EQUIPMENT, DUCT SIZING AND EQUIPMENT SELECTION (§150(h),CEC Blueprint #60) STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Gode of Regulations. The" documentation author hereby certifies that the documentation is accurate and complete Documentation Author Company Gallant Energy Consulting Address ^'^^ ^ Mission Ave Ste 201 City/State/Zip Escondido, CA 92025 tvjgppg Mark Gallant, CEPE Phone 760-743-5408 1/6/2012 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction docunnents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company James A. Chinn Architect Address 2120 Jimmy Durante Blvd Ste 114 ^g;mQ James A Chinn City/State/Zip Del Mar, CA 92014 Phone 868-755-5863 License # EnergyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-11-06713:56:42 ID Paae3 of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Praff Residence Building Type 13 Single Family • Multl Family • Addition Alone • Existing+ Addition/Alteration Date 11/6/2012 OPAQUE SURFACE DETAILS Surface Type Area u- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area u- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Floor 1,627 0 037 R-19 0 780 New 4 4 1-A4 ?st Wall 369 0 102 R-13 180 90 New 4 3 1-A3 1st Door 23 0 500 None 180 90 New 4 5 1-A4 1st Wall 366 0102 R-13 90 90 New 4 3 1-A3 1st Door 20 0 500 None 90 90 New 4 5 1-A4 1st Door 38 0 500 None 90 90 New 4 5 1-A4 1st Wall 360 0 102 R-13 0 90 New 4 3 1-A3 1st Wall 517 0 102 R-13 270 90 New 4 3 1-A3 1st Roof 698 0 031 R-30 0 18 New 4.2 1-A20 1st Floor 480 0 048 R-19 0 180 New 4 4 2-A4 2nd Wall 470 0 102 R-13 180 90 New 4 3 1-A3 2nd Wall 470 0 102 R-13 90 90 New 4 3 1-A3 2nd Wall 533 0 102 R-13 0 90 New 4 3 1-A3 2nd Wall 473 0 102 R-13 270 90 New 4 3.1-A3 2nd Roof 1,401 0 031 R-30 0 18 New 4 2 1-A20 2nd FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC' Azm Status Glazing Type Location/Comments 1 Window 94 0 0 380 NFRC 0 36 NFRC 780 New NonMetal LowE2 1st 2 Window 1160 0 380 NFRC 0 36 NFRC 90 New NonMetal LowE2 1st 3 Window 126.4 0 380 NFRC 0 36 NFRC 0 New NonMetal LowE2 1st 4 Window 23 0 0 380 NFRC 0 36 NFRC 270 New NonMetal LowE2 1st 5 Window 106 4 0 380 NFRC 0.36 NFRC 180 New NonMetal LowE2 2nd 6 Window 16 0 0 380 NFRC 0.36 NFRC 90 New NonMetal LowE2 2nd 7 Window 43 0 0 380 NFRC 0 36 NFRC 0 New NonMetal LowE2 2nd 8 Window 13 0 0 380 NFRC 0 36 NFRC 270 New NonMetal LowE2 2nd 9 Skylight 80 1 300 Default 0 60 Default 0 New skylight 2nd (1) U-Factor Type (2) SHGC Type- 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Right Fin Len Hgt Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 None 1 00 EnerqyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-•>t-06n3:56:42 ID Page 4 of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name Pratt Residence Building Type E Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 11/6/2012 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft'') Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System 1st 1,627 14,968 HVAC System 2nd f,40£ 12,681 Totals 3,03e 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min Eff Cooling Type Min. Eff Thermostat Type Status HVAC System 1 Central Furnace 80% AFUE Sp//f Air Conditioner 13 0 SEER Setback New HVAC System 1 Central Furnace 80% AFUE Split Air Conditioner 13 0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested'' Status HVAC System Ducted Ducted Attic, Celling Ins, vented 42 • New HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 • New • • • WATER HEATING SYSTEMS System Name Qty Type Distribution Rated Input (Btuh) Hi Energy Factor or RE Standby Loss or Pilot Ext Tank Insul. R- Value Status Rinnai R94LS 2 nstant Gas Wo Pipe Insulation 199,000 0 0 82 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add V2" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty HP Plenum Outside Buried Add V2" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnerqyPro 51 by EnergySoft User Number 2875 RunCode: 2012-11-06713:56:42 ID Paqe 5 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date Pratt Residence 11/6/2012 NOTE Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1R, CF-1R-ADD, or CF- 1R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1R Form with plans Building Envelope Measures: §116(a)1 • Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage §116(a)4 Fenestration products (except field-fabncated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a). §117 Extenor doors and windows are weather-stnpped, all joints and penetrations are caulked and sealed §118(a) Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form §118(i). The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b). Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§150(d) Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f)- Air retarding wrap is tested, labeled, and installed according to ASTM £1677-95(2000) when specified on the CF-IR Form §150(g) Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1) Water absorption rate for slab edge insulation matenal alone without facings is no greater than 0.3%, water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B. Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device §150(e)2- Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited Space Conditioning, Water Heating and Plumbing System Measures: §110-§113 HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission §113(c)5 Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115 Continuously burning pilot lights are prohibited for natural gas fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters- §15_0(h) Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA §150(i) Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1 A. Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater §150(j)1 B Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150(j)2 First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2 Cooling system piping (suction, chilled water, or bnne lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(|)3A Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(|)4. Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation EnergyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-11-06713:56:42 ID Page 6 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-IR Project Name Pratt Residence Date 11/6/2012 §150(m)1 All air-distnbution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5, supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts §150(m)2D Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7- Exhaust fan systems have back draft or automatic dampers. §150(m)8 Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers §150(m)9- Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the matenal. §150(m)10 Flexible ducts cannot have porous inner cores. §150(o)- All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62 2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a) Any pool or spa heating system shall be certified to have a thermal efficiency that complies with the Appliance Efficiency Regulations, an on-off switch mounted outside of the heater, a permanent weatherproof plate or card with operating instructions, and shall not use electric resistance heating or a pilot light. §114(b) 1 • Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2 Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3 Pools shall have directional Inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p) Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3 The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4 Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5. Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only fiigh efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder, OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket §150(k)6 Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §150(k)7 All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8 A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 fta or 100 watts for dwelling units larger than 2,500 ftz may be exempt from the 50% high efficacy requirement when all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system, and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9 Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet EnergyPro 5 1 by EnergySoft User Number 2875 RunCode- 2012-11-06713:56:42 ID Page 7 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-IR Project Name Pratt Residence Date 11/6/2012 §150(k)10. Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1 • Permanently Installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11 Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2. Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k)11. §150(k)12- Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratones or other nationally recognized testing/rating laboratory, and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13- Luminaires providing outdoor lighting, including lighting for pnvate patios in low-nse residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1. Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls a photocontrol not having an overnde or bypass switch that disables the photocontrol, OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock, OR an energy management control system (EMCS) not having an overnde or bypass switch that allows the luminaire to be always on EXCEPTION 2- Outdoor luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3 Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires §150(k)14- Internally illuminated address signs shall comply with Section 148, OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15 Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146. §150(k)16 Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires EXCEPTION Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-11-06713:56:42 ID Page 8 of 10 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Pratt Residence Date 11/6/2012 System Name HVAC Systenn Floor Area 1,627 ENGINEERING CHECKS SYSTEM LOAD Number ot Systems Heating System Output per System Total Output (Btuh) Output (Btuh/sqft) 60,000 60,000 36 9 Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sqft/Ton) 35,000 35,000 29 21 5 557 8 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK CFM 721 Sensible 15,257 0 498 498 Latent 1,109 COIL HTG. PEAK CFM 477 16,253 1,109 Sensible 18,689 834 834 20,358 Air System CFM per System 1,200 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,200 Rheem RGPN07NAMGR/3T Airflow (cfm/sqft) 0 74 Airflow (cfm/Ton) 411 4 Outside Air (%) 00% Outside Air (cfm/sqft) 0 00 Note: values above given at ARI conditions Total Adjusted System Output (Adjusted tor Peak Design conditions) TIME OF SYSTEM PEAK 26,204 26,204 7,849 7,849 60,000 60,000 Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 '•F 67 °F Outside Air Ocfm 67 °F 105 °F Supply Fan Heating Coll 1,200 cfm 104 °F ROOM 68 °F _l COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68 Outside Air 0 cfm 75 / 62 < =• Supply Fan 1,200 cfm Cooling Coil 55 / 54 °F 46 4 % UI ROOM I 75 / 62 ''F EnergyPro 5 1 by EnergySoft User Number 2875 RunCode: 2012-11-06713:56:42 ID Page 9 of 10 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Pratt Residence Date 11/6/2012 System Name HVAC Systenn Floor Area 1,409 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 41,000 Total Room Loads 477 10,129 1,214 392 15,384 Total Output (Btuh) 41,000 Return Vented Lighting 0 Output (Btuh/sqft) 29 1 Return Air Ducts 331 687 Cooling System Return Fan 0 0 Output per System 28,600 Ventilation 0 0 0 0 0 Total Output (Btuh) 28,600 Supply Fan 0 0 Total Output (Tons) 24 Supply Air Ducts 331 687 Total Output (Btuh/sqft) 20 3 Total Output (sqft/Ton) 591 2 TOTAL SYSTEM LOAD 10,790 1,214 16,757 Air System CFM per System 1,000 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,000 Rheem RGPN05NAUER/2 5T 21,276 6,585 41,000 Airflow (cfm/sqft) 0 71 Airflow (cfm/Ton) 4196 Outside Air (%) 0 0% Total Adjusted System Output 21,276 6,585 41,000 Outside Air (cfm/sqft) 0 00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 05 "F Outside Air 0 cfm 67 °F •4 Supply Fan Heating Coil 1,000 cfm -.04 T ROOM in 68 "f COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 °l-75 / 62 °F 75 / 62 °F 55 / 54 °F Outside Air 0 cfm 75 / 62 < ^ Supply Fan 1,000 cfm 1 Cooling Coil 46 7 % 55 / 54 °F ROOM il 75 / 62 °F I EnergyPro 5 1 by EnergySoft User Number 2875 RunCode- 2012-11-06713:56:42 ID Page 10 of 10 CARLSBAD CITY OF CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be cohnpleted by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form. Project Name: Building Pernriit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: Commercial/lndustriai: City Certification of PRATT RESIDENCE Proiect ID: CT/MS: CB122399 1070 CHESTNUT AV 205-112-46-00 JEFF & SONJA PRATT NEW SFD 1 NEW DWELLING UNIT(S) 3,036 Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area City Certification of ^^-X^ Applicant Information.- CPTO-^^^-^^ ^-fH^^ Date: / ^/j? 5"/, SCHOOL DISTRICTS WITHIN THE CITY OF GARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) r~1 Vista Unified School District 1234 Arcadia Drive VistaCA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) Q San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) 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 ofthe above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: ^/l cit.^^Oi^ B-34 Page 1 of 2 Rev 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be connpleted 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 DATE PHONE NUMBER CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAM REAL CARLSBAD, CA 92009 B-34 Page 2 of 2 Rev 03/09 [^AVIARA OAKS ELEMENTARY I IAVIARA OAKS MIDDLE I \ BUENA VISTA ELEMENTARY I I CALAVERA HILLS ELEMENTARY I I C/IWV£fl/l HILLS MIDDLE I I C/lfltSS/lD H/GH I I CARLSBAD UNIFIED SCHOOL DISTRICT Q RAC/F/C fflM ELEMENTARY I I HOPE ELEMENTARY I \ JEFFERSON ELEMENTARY I I /<El.ty ELEMENTARY H^MAGNOLIA El^MENTARY . RECEIVED FROM:. I I POINSETTIA ELEMENTARY I I PRESCHOOL I \SAGE CREEK HIGH [^VALLEY MIDDLE I I OWEfl DATE: civcu rnuivi: (^_^) I (If Applicable) PARENT OF_ PAYMENT FOR-ACCOUNT NUMBER Receipt No. 38074 AMOUNT RECEIVED BY. OASH. CHECK API TOTAL: qn)S'd^ ^ PLOMBENDI Development Services <|f^. •••CTnaDADD Building Division CITY OF MnCnANCCAD 1635 FaradayAvenue Am CD A r\ wnnnSDanT 750-502-2719 CAKLOBAU B-18 www.carlsbadca gov Project Address: Permit No.: ^ I Information provided below refers to worb being done on the above mentioned permit only. This form must be completed] and returned to the Building Division before the permit con be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains t ~7 New building sewer line? Ves/"^ No Number of new roof drains? ' Install/alter water line? Number of new water heaters? ^ Number of new, relocated or replaced gas outlets? Number of new hose bibs? "2- Residential Permits; New/expanded service: Number of new amps: Minor Remodel on/y: Ves No . Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps Involved in this project: New Construction: Amps per Panel: Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of new furnaces, A/C, or heat pumps? [_ New or relocated duct worh? Ves ^ No Number of new fireplaces? J Number of new exhaust fans? S" Relocate/install vent? t Number of new exhaust hoods? ___ Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev 03/09 CB122399 1070 CHESTNUT AV PRATT RES- BUILD NEW 3,036 SF IlllH- fZ- TO p L-ArO j Bt^Cr- I g=SG>-l U S.TTtAxC^' ,-VUjjs,s ^-Si^er^ 1^0\LS> J/57/3 C.'^ • cv Hnai Insp. Approved Date BUILDING PLANNING ENGINEERING FIRE Expedite? Y N AFS Checked by /OeFRs/«^ /7/t.T3 By HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspectron CFD- Y LandUse Density ImpArea FY Annex Factor PFF. Comments Date Date Building Planning Engineenng Fire 'llOojiT.. I/-15- Date Date Need7 • Done • Done .Issued \