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1679 FISHERMAN DR; ; CB090990; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 07-20-2009 Residential Permit Permit No: CB090990 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: SHULL GREGORY 0 1679 FISHERMAN DR CBAD RESDNTL Sub Type: RAD Status: ISSUED 2150811000 Lot #: 0 Applied: 06/16/2009 $38,064.00 Construction Type: 513 Entered By: JMA Reference #: Plan Approved: 07/20/2009 0 Structure Type: Issued: 07/20/2009 0 Bathrooms: 0 Inspect Area: SHULL: 312 SF ADD MEDIA ROOM Orig PC#: Plan Check # Owner: SHULL GREGORY 0 1668 FISHERMAN DR 1668 FISHERMAN DR CARLSBAD CA 92011 CARLSBAD CA 92011 / Building Permit AddI Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Addl Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Red.; Water Con. Fee Green Bldg Stands (SB1473) Fee $346.29 Meter Size $0.00 Add] Red. Water Con. Fee $225.09 Meter Fee $0.00 SDCWA Fee '. $0.00 CFD Payoff Fee $3.81 PFF(3105540) $0.00 PFF (4305540) / $0.00 License Tax (3104193) $0.00 License Tax (4304193) 1- $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00" Housing Impact Fee, $0.00 Housing lnLieu Fee $0.00 Housing Credit Fee C ,:Master Drainage Fee / $0.00 Sewer Fee $0.00 Additional Fees $1.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $20.00 $24.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $620.19 $0.00 Total Fees: $620.19 Total Payments To Date: $620.19 Balance Due: FINALAPROV'AL AN Inspector: s_-Date: tfLY'b 7 e: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any FA 9 N bty of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application Plan Check Est. Value f M Plan Ck. Deposit P'22-S, C , cJWtA— DE I!IESS SUITE#/SPACE#/UNIT# CT! ROjECT LOT # PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP O,SCRRTION OF WORK: Include Square Feet of Affected Area(s) 7Z 4p'Jc) a 3 /Z '& EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE YES #_ NOD AIR CONDITIONING YES 0 NOD I FIRE SPRINKLERS YES 0 NOD CONTACT NAME (If Different Fom Applicant) APPLICANT NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EM/IL EMAIL Z OWNER NAME V ji CONTRACTOR BUS. NAME -SS ADDRESS CITY STATE ZIP 20 Z FAX 7/ /Z, PHONE FAX EMAIL EMAIL 7 PI.e5D STATE LIC. # 2Z57+ STATE LIC.# . I I CLASS CITY BUS. LIC.# a file a signed statement that he is he alleged exemption. Any violation of this permit is issued. Isation insurance carrier and policy ers Compensation Laws 01 ,usand dollars (&100,000), In essions Code: The Contractor's are not intended or offered for sale). as not apply to an owner of ense number): 05, 25533 or 25534 of the OF THE OFFICE OF s relating to building construction. S THE CITY OF CARLSBAD 1M)T. is not commenced within n 106.4.4 Uniform Building Code). Inspection List Permit#: CB090990 Type: RESDNTL RAD SHULL: 312 SF ADD MEDIA ROOM Date Inspection Item Inspector Act Comments 09/23/2009 89 Final Combo JM Fl 09/22/2009 89 Final Combo JIM CO NO ONE HOME 09/22/2009 89 Final Combo - RI 08/24/2009 18 Exterior Lath/Drywall PC AP 08/20/2009 18 Exterior Lath/Drywall JM AP 08/19/2009 17 Interior Lath/Drywall JIM AP 08/19/2009 18 Exterior Lath/Drywall JM AP 08/18/2009 34 Rough Electric TP CA 08/17/2009 17 Interior Lath/Drywall JM CO COMPLETE DRYWALL 08/17/2009 18 Exterior Lath/Drywall JM CO 08/14/2009 16 Insulation JIM AP 08/13/2009 84 Rough Combo JIM AP MEDIA & SITTING RM ONLY 08/12/2009 13 Shear Panels/HD's JIM AP 08/12/2009 14 Frame/Steel/Bolting/Weldin JIM WC 08/06/2009 15 Roof/Reroof JM AP 07/22/2009 11 Ftg/Foundation/Piers JIM AP ROOM ADDITION SLAB 07/21/2009 61 Footing JM CO COMPLETE REBAR INSTALLATION Monday, September 28, 2009 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 09,72009 Permit# CB090990 7.13 Inspector Assignment: JM Title: SHULL: 312 SF ADD MEDIA ROOM Description: Type: RESDNTL Sub Type: RAD Phone: 7606447665 Job Address: 1679 FISHERMAN DR Suite: Lot: 0 Location: Inspector: APPLICANT SHULL GREGORY 0 Owner: SHULL GREGORY 0 Remarks: Total Time: Requested By: GLENN t Entered By: JANEAN CD Description Act Comments 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date Description Act Insp Comments 08/24/2009 18 Exterior Lath/Drywall AP PC 08/20/2009 18 Exterior Lath/Drywall AP JM 08/19/2009 17 Interior Lath/Drywall AP JM 08/19/2009 18 Exterior Lath/Drywall AP JM 08/18/2009 34 Rough Electric CA TP 08/17/2009 17 Interior Lath/Drywall CO JM COMPLETE DRYWALL 08/17/2009 18 Exterior Lath/Drywall CO JM 08/14/2009 16 Insulation AP JM 08/13/2009 84 Rough Combo AP JM MEDIA & SITTING RM ONLY 08/12/2009 13 Shear Panels/HD's AP JM 08/12/2009 14 Frame/Steel/Bolting/Welding WC JM 08/06/2009 15 Roof/Reroof AP JM 07/22/2009 11 Ftg/Foundation/Piers AP JM ROOM ADDITION SLAB FIELD REPORT To /1c-rcV1ALt cr DATE I PROJECT NO. PROJECT LOCATION CdfRACTOR CcrA OWNER WEATHER I4t-r- TEMP. PRESENT AT SITE SUMMARY OF INSPECTION: f-.kA cQT-A.. cL) r) L 'L L)k( F& N L' &LXti=ejas (tS RECOMMENDATIONS: ccrr 7~ nQ -i-r c SIGNATUR —r I ) GEOPACIFICA GEOTECHNICAL CONSULTANTS TEL: (760) 721-5488 FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 I EsGil Corporation In cPartnersliip with covernmentforBui(&ng Safety DATE: July 14, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 090990 SET: II PROJECT ADDRESS: 1679 Fisherman Drive PROJECT NAME: SFD Addition for Shull ,PPNT URI. U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. LII Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: Mail Telephone Fax In REMARKS: PLEASE SEETH STAFF'S CONSIDERATION.. Fax #: OUTSTANDING CORRECTIONS FOR THE CITY By: Bert Domingo Enclosures: EsGil Corporation LI GA LI EJ LI c 7/7/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 fi Carlsbad 090990 July 14, 2009 . FIRE PROTECTION Show locations of permanently wired smoke alarms with battery backup as follows (Section 907.2.10.1.2): PLEASE SEE ITEM 2 BELOW. Inside each bedroom. On the ceiling or wall outside of each separate sleeping area in the immediate vicinity of bedrooms. In each story within a dwelling unit, including basements. NOTE: Where more than one smoke alarm is required to be installed within a unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the unit. Section 907.2.10.3. 2. Where an addition, alteration or repair to an individual dwelling unit or guestroom in Group R requires a permit, battery-operated smoke alarms shall be installed in the existing construction in accordance with the preceding item. Section 907.2.10.5.2. PLEASE SEE ITEM I ABOVE. PLEASE SHOW A NOTE INDICATING THAT THE EXISTING BEDROOMS WOULD BE PROVIDED WITH SMOKE DETECTORS AS REQUIRED BY THE ITEM I ABOVE. EsGil Corporation In (Partnership with 9overnment for TBui(iing .Safety DATE: June 24, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 090990 PROJECT ADDRESS: 1679 Fisherman Drive PROJECT NAME: SFD Addition for Shull SET:I LI.CANT Li JURIS. Li REVIEWER Li FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list-has been sent to: Architects BP 11848 Bernardo Plaza Court, Ste. 112, San diego, CA 92128 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: )Roger Basinger Date contacted: 'P/ 57'J (bL/M,I Mat/ Telephone Fax In Person Telephone #: (858) 592-6419 Fax #:4193 REMARKS: THE DECK SEEMS BY SEPARATE PERMIT. By: Bert Domingo Enclosures: EsGiI Corporation LI GA LI] EJ LI] ic 6/18/09 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 090990 June 24, 2009 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 090990 JURISDICTION: Carlsbad PROJECT ADDRESS: 1679 Fisherman Drive IFLOOR AREA: 312 SQ. FT. STORIES: TWO HEIGHT: 1 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 6/18I09 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bert Domingo COMPLETED: June 24, 2009 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model: codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or -change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval 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 090990 June 24, 2009 ... PLANS 1. Please make all corrections, as requested in the correction list; Submit three 'new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). Forexpeditious processing, corrected sets' can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, -'CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 9212'3', (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. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by th California state licensed engineer or architect responsible for their preparation, alongwith structural calculations.. (California Business and Professions Code)-. PLEASE SEE THE STRUCTURAL SHEETS. 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005'NEC.. FIRE PROTECTION 4. Show locations of permanently wired smoke alarms with battèy backup as follows (Section 907.2.10.1.2): PLEASE SEE ITEM 5- BELOW. Inside each bedroom. On the ceiling or wall outside of each sepàratesleeping area in the immediate vicinity of bedrooms. In each story within a dwelling unit, including basements. NOTE: Where more than one-smoke alarm is required to. be installed within a unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms irrthe unit. Section 907.2.10.3. 5. Where an addition, alteration or repair to an individual dwelling unit or guestroom in Group R requires a permit, battery-operated-smoke alarms shall be installed in the existing construction in accordance with the preceding item. Section 907.2.10.5.2. PLEASE SEE ITEM 4 ABOVE: Carlsbad 090990 June 24, 2009 . GENERAL RESIDENTIAL REQUIREMENTS 6. PLEASE SHOW HOW THE OFFICE WOULD PROVIDED with natural ventilation and natural light. PLEASE SHOW THE FOLLOWING WOULD BE SATISFIED. The minimum net glazed area for natural light shall not be less than 8% of the floor area of the room served. Section 1205.2. The minimum openable area to the outdoors for natural ventilation shall be 4% of the floor area being ventilated. Section 1203.1. 7. THE OFFICE COULD BE A BEDROOM AND SHOULD BE PROVIDED WITH ENOUGH OPENING FOR emergency escape. Section 1026. PLEASE SHOW HOW THE FOLLOWING WOULD BE MET. Windows must have an openable area of at least 5.7 square feet (5.0 square feet for grade-floor openings), with the minimum openable width 20" and the minimum openable height 24". The bottom of the clear opening shall not exceed 44" above the floor. Such openings shall open directly into a public way or a court that opens to a public way (4-sided courts are prohibited). The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of any keys or tools. FRAMING 8. Provide truss details and truss calculations for this project. Specify on the plans the truss identification numbers. 9. 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 calculations or a letter). Section A106.3.4.1. . MISCELLANEOUS 10. THE TYPE OF CONSTRUCTION COULD BE V B. 11. PLEASE SHOW HOW THE ADDITION WOULD BE HEATED. Carlsbad 090990 June 24, 2009 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 Q No U 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 Bert Domingo at Esgil Corporation. Thank you. Carlsbad 090990 June 24, 2009 [DO NOT PAY —THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 090990 PREPARED BY: Bert Domingo DATE: June 24, 2009 BUILDING ADDRESS: 1679 Fisherman Drive BUILDING OCCUPANCY: R 3 TYPE OF CONSTRUCTION: V B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) ADDITION 312 121.94 38,045 Air Conditioning Fire Sprinklers TOTAL VALUE 38,045 Jurisdiction Code 1cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: IIEI Complete Review $319.59 I I $207.731 Structural Only LII Repetitive Fee r -i Repeats LI Other LI Hourly Hr. © * EsGil Fee $178.97 Comments: Sheet 1 of 1 macvalue.doc + ,#f Carlsbaoe BUILDING PLANCHECK CHECKLIST DATE: ('22{O9 PLANCHECK NO.: CB BUILDING ADDRESS: (0-19 f5HRUAN -' PROJECT DESCRIPTION: ?Jct" ( z-'tp ivuebii () ASSESSOR'S PARCEL NUMBER: 2(S b I -' I 0 EST. VALUE: 9 01 ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided, in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can. result in suspension of permit to build. LI A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please sep7th attached report of deficiencies marked wif D. )Make necessary corrections to plans or specifictths for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. 3p/ Date: ______ 4.1~7 CA1 A ?41 By: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT- BE - Date: ATTACHMENTS LI Dedication Application/Checklist LI Encina Wastewater Screening Survey LI Encroachment Application/Checklist LI Grading Permit Application LI Grading Plan Application/Checklist LI Improvement Application/Checklist LI Neighborhood Improvement Agreement LI Right-of-Way Permit Submittal Checklist , ..and Information Sheet Storm Water Compliance FormL?P 09-9b) ENGINEERING DEPARTMENT CONTACT PERSON Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760) 602-1052 Email: Ionti@ci.carlsbad.ca.us CFD INFORMATION Reference No(s): o? -S.-(14 - LotNo.: Recordation: 1 44? Z5 LI Other Subdivision! Carlsbad Tract: CT 00 -2-2- 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN 1ST,/'ND 3RD EIW El E 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow F. Right-of-Way Width & Adjacent Streets Existing & Proposed Structures G. Driveway widths Existing Street Improvements H. Existing or proposed sewer lateral Property Lines I. Existing or proposed water service Easements J. Existing or proposed irrigation service 0 D~ 2. Show on site plan: DraJp-age Patterns 1/uiIding pad surface drainage must maintain a minimum slope of one ercent towards an adjoining street or an approved drainage course. 2. DD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or 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 driveways, per standards. El ElI 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION a. 2 Rev. 2/02/09 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE t' LI LI 4a. Project does not comply with the following Engineering Conditions of approval for Project No.______________________________________________________ LI LI LI 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS LI LI 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $_17,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS LIJp LI LI 6a. All needed public improvements upon and adjacent to the building site must be fTT constructed at time of building construction whenever, the value of the construction exceeds $_82,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. A Public improvements required as follows: Attached please find an application form and submittal. checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: Rev. 2/02109 1 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD IMPROVEMENT REQUIREMENTS continued R F1 F1 6b. Construction of the public improvements may 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 of $441 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: LJ LI R 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). Please return agreement signed and notarized to the Engineering Department. Completed by: Date: LI 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS Tj conditions that invoke the need for a grading permit are found in Section 5.16.010 of the Municipal Code. LI LI 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. LII LI LI 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: LI LI LI 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) V7e. No Grading Permit required. &D LI If grading is not required, write "No Grading" on plot plan. 4 Rev. 2/02109 BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 3R0 LI RIGHT-OF-WAY PERMIT /Ll A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: fl INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance Li NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. STORM WATER COMPLIANCE 10a. ft Requires Project Storm Water Permit: PSP () Tier I/Tier II (Requires SWPPP) - Please cor lete attached forms 9 Exempt - Please complete attacheSörm Water Eition form LI DEVELOPMENT FEES 1-1 11. 9 Required fees are attached 9 More information needed No fees required 5 Rev. 2/02/09 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW L1 L 12a. Domestic (potable) Use Ensure that the - meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units receive "standard" 1" service with 5/8" meter. All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing systems criteria. If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shalt be provided. See Ordinance 44 for more information. LII 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: 1_I Q STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter, will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. I •J Rev. 2/02109 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW continued 12b. Irrigation Use (continued) Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to a new recycled water line E 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the. irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. LI LI LI 13. Additional Comments: 7 Rev. 2/02/09 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB09-0990 Address 1679 Fisherman Drive Planner Chris Sexton Phone (760) 602- 4624 APN: 215-081-10 Type of Project & Use: addition Net Project Density: 1.0 DU/AC 0 Zoning: R-1 General Plan: RLM Facilities Management Zone: 20 CFD (in/out) #_Date of participation:_____ Remaining net dev acres:_____ Circle One (For non-residential development: Type of land used created by this permit: C., -C Legend: Z Item Complete LI Item Incomplete - Needs your action LI Environmental Review Required: YES LI NO LI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Discretionary Action Required: YES LI NO Z TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO Q CA Coastal Commission Authority? YES LI NO LI 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): Exempt LI LI Habitat Management Plan Data Entry Completed? YES LI NO LI 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!) LI LI Inclusionary Housing Fee required: YES LI NO LI (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES LI NO LI (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Buildirig Plancheck Review Checklist.doc Rev 4/08 1111,41 ~Mm Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope Required Shown 21.1' Required Shown Required Shown - Required iQ Shown 71 Required Shown - L Site Plan: L1 El I.I. .1.1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines Applicability: YES LI NO LI Project complies: YES LII NOD 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Lot Coverage: Required <40% Shown _____ Height: Required <30' Shown Z3(D" El 5. Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI Additional Comments 1) Please show the height of all elevations from existing grade. 2) Please show lot coverage. '111 19 30xyuL " mrwvad Ct OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT bATE H:ADMIN\TempIate\BuiIding Plancheck Review checklist.doc Rev 4/08 architects BP 11848 BERNARDO PLAZA COURT, SUITE 112 SAN DIEGO, CALIFORNIA 92128 858 5914710 FAX 858 5914193 abpa@sbcglobal.net associates inc. June 30, 2009 Plan Check Corrections 1679 Fisherman Drive City of Carlsbad Project # 090990 Reviewed by Bert Domingo I) Corrections made. Two plans submitted. 2) See Structural. 3) See Title Sheet. 4) New smoke detectors provided in new construction. Note added to A3. I. 5) See response 4. 6) Office is existing space. Existing window in office space is 3'.0" x 5'-0" single hung. Room is 148 SFx .08 = 11.84 SF. Window is 15 SF. Room is 148 SF x .04 = 5.92 SF. Operable portion of window is 7.5 SF. 7) Office is existing space. Existing window in office space is 3'.0" x 5'.0" single hung and meets all egress requirements. 8) Truss calculations provided. 9) Truss calculations reviewed. 10) Construction type changes. See TS. II) See note on A3. 1. If you have questions please let me know. Roger Basinger Architects BP Associates 858.592.4710 HTK Structural Engineers La Suvera Plan Check Corrections June 30, 2009 Plans 3. A statement stating that this project shall comply with the 2007 CBC is on the title sheet of plans. Framing Truss connection details to walls are shown on sheet SDI on the plans. Additional truss details, design, construction, and calculations done by others and included in the truss package. Added truss identification numbers on plans to match those in the truss package. The truss calculation package has been reviewed and then stamped, dated, and signed by the engineer of record. SLOPING EI llfl ROOFING / FLOORING PLYWOOD / PLYWOOD JOISTS / JOISTS INSUL. & CLG. / INSUL. & CLG. MISC. I MISC. EXT. INTERIOR 10 PSF EXTERIOR 16 PSF Jn HTK HOROWiTZ TAYLOR KUSHKAKI STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS PROJECT: 1-2~1 vt'j DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCiRETE BLOCK F M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: GRADE 60: PSI PSI #4 AND LESS (U.O.N.) #5 AND LARGER STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: .5OS 0,020( WIND FORCE: 75 M/k STUD OR BETTER REPORT BY: etc' REPORT NO.: CT V O SOIL PRESSURE: VDC> ë DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD TOTAL = TOTAL = / ROOF LIVE LOAD FLOOR LIVE LOAD SLOPING INTERIOR FLAT BALCONY EXIT WALKWAY 40 PSF 60 PSF (U.O.N.) 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. I Job No. Designed By Date 3(7C77, /aT Las Vegas . 2350 5e Jones l#11, Las Vegas, NV 89146, 702-505.822 San Diego . 14288 Danietson Street. Suite 200, Poway, CA 92064, F ax q k//..-.- (A1J 93 I . 7)7S.() j'f/6 • kfles " all iiI (6 . . 7ff . . ' .. . . . 1.( .. . . . . . c26 / . . . • .. . • . // I b( fri .. . . Moto . . • . . • . M. .6?f. . . . MEN/. 1 . S---- 23665 Cajalco Road I Perris, CA 92570 Off: (951) 657-7491 / Fax: (951657-0486 Customer —* Project Name Developer Location —+ Southwest System La Suvera Addtion La Suvera Addtion ---------------------------------- Carlsbad 10 CompuTrus, Inc. 31945 Corydon Lake Elsinore, Ca. 92530 951-245-9525 STRUCTURAL TRUSS CALCULATIONS 1$ 0 The bound truss design drawings having an electronic seal and signature printed on each page have been reviewed and approved by the truss design engineer as indicated by the engineer's seal and wet signature on this cover page. This review and approval applies solely to the attached truss design drawing pages that are bound together. 90 fN'7EjR 4••S4_tIIrI_ MEMBER Wood Truss Council of America 0 41 b q q- 6) TM REPORT E-45 ESR-2529 Issued February 1, 2007* - This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 5360 Workman Mill Road, Whither, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birrnngham, Alabama 35213 # (205) 599-9800 Regional Office # 4051 West Flossmoor Road. Country Club Hills, Illinois 60478 # (708) 799-2305 148 DIVISION: 06-WOOD AND PLASTICS Section: 06175-Truss Plates REPORT HOLDER: COMPUTRUS, INC. 31945 CORYDON ROAD LAKE ELSINORE, CALIFORNIA 92530 951-245-9525 EVALUATION SUBJECT: COMPUTRUS C SERIES AND CN SERIES CONNECTOR PLATES FOR WOOD TRUSSES 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code5 (IBC) # 2006 International Residential Cod? (IRC) # Legacy Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The CompuTrus C Series and CN Series connector plates are metal truss plates used as joint connector components of wood frame trusses. 3.0 DESCRIPTION 3.1 C Series: The CompuTrus truss plates are manufactured from No. 18 gage [0.0454 inch (1.15 mm) base-metal thickness] and No. 20 gage [0.0375 inch (0.95 mm) base metal thickness], ASTM A 653 SS Grade 33 or higher steel, with a G60 galvanization coating [0.0005 inch thick (0.013 mm) on each side]. The plates are manufactured in various lengths and widths, and have integral teeth that are designed to laterally transmit load between truss wood members. Each plate has 9.4 teeth per square inch, and each tooth is approximately 1/3 inch (8.5 mm) long and approximately 0. 106 inch (2.7 mm) wide. The teeth are punched in pairs, with each pair spaced 1/4 inch (6.4 mm) on center along the width of the plate, and 0.85 inch (21.6 mm) on center along the length. Alternating rows of teeth are staggered 0.10 inch (2.5 mm) from adjacent rows. Plates are 0.85 inch (21.6 mm) in length, and are available in widths of up to 12 inches (305 mm), in / inch (12.7 mm) increments, as required by design. See Figure 1 for details of plate dimensions. 3.2 CN Series: The CN series plates are similar to the C series plates, except that every third row of teeth is omitted. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press or, if the lateral load adjustment factors given in Table 4 are used, single-pass roller presses. When truss fabricators use single-pass roller presses, the rollers must have minimum 18-inch (457 mm) diameters. Plates embedded with a single-pass, full-embedment roller press must be preset, before passing through the roller press, by striking at least two opposite corners of each plate with a hammer. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1, National Design Standard forMetal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for the CompuTrus truss plates to be used in the design of metal plate connected wood trusses are shown in Tables 1, 2 and 3. These values are based on ANSI/TPI 1. A copy of the ANSl/TPI 1 standard must be supplied to the building department when this is requested by the building official. The allowable design values are applicable for metal plate connected wood trusses when connections are made with identical plates on opposite sides of the joint. The design, manufacture, and installation of the wood trusses employing the truss plates must comply with Section 2304.4 of the IBC. 5.0 CONDITIONS OF USE The CompuTrus Truss Plates for Wood Trusses described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application.*In the event of a conflict between the manufacturer's published installation instructions and this report, the instructions in this report govern. *Originally issued as ER-421 1, revised and renumbered October 2007. REPORTS" are not to be construed as representing aesthetics at any other atn-ibutes not spec /'icslly addressed. nor are ti, cy to be construed as an endorsement of the subject of the report or a recsmmends(ion for its use. There is no wa r t a n t y by ICC Evaluation Service. Inc.. express or implied, as to say finding or other matter it this teport. or as to any produ ctcovered by the tepo ,t. a*j Copyright 2007 Page 1 o14 Page 2 of 4 ESR-2529 5.2 Each application for a building permit, where these metal truss connector plates are to be used, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSIITPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, tension values, tension efficiency ratios, shear values and shear efficiency ratios) used in the design of trusses, using CompuTrus, Inc., metal truss connector plates, must not exceed those listed in Tables 1, 2 and 3 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using Compulrus, Inc., metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1, Section 6.4.5, must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant-treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 When a one-hour fire-resistive rating is required for trusses using Compulrus plates, see evaluation report ESR-1 338. 5.9 Compulrus, Inc., metal truss connector plates are manufactured in Lake Elsinore, California. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-2002. 6.2 Quality documentation. 7.0 IDENTIFICATION The CompuTrus C series plates are embossed, respectively, with the designation C-20 or C-18, for the No. 20 gage or No. 18 gage plates. For the CN series, the No. 20 gage plate is identified by the designation CN-20 embossed on the plate, while the No. 18 gage plate is identified by the designation CN-1 8 embossed on the plate. Additionally, boxes containing the connector plates are labeled with the report holder's name (Compulrus, Inc.), the product name (C-18, C-20, CN-18 or CN-20), and the evaluation report number (ESR-2529 or ER- 4211). 8.0 LEGACY CODES The products described in Sections 2.0 through 7.0 of this report comply with the 1997 Uniform Building Code T11 (UBC), except that the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995, must be used. Page 3 of 4 ESR-2529 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATES" PLATE MODEL LUMBER DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE Species Specific Gravity AA I EA I AE I EE Allowable Load per Plate' (pounds per square inch of plate contact area) C-20 Southern yellow pine 0.55 206 151 113 108 Douglas fir-larch 049 206 151 113 108 and 0-18 Hem-fir 0.43 161 137 110 104 Spruce-pine-fir 0.42 161 137 110 104 Southern yellow pine ' 0.55 132 118 102 113 CN20 and CN-18 Douglas fir-larch 049 132 118 102 113 Hem-fir 0.43 .106 109 114 114 Spruce-pine-fir 0.42 106 109 114 114 For SI: 1 lb/inch' = 6.89 kPa. 'AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load. 'Values are determined using the gross area method. 'Truss plates are installed in pairs on opposite faces of truss members. TABLE 2-ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE' 0°1 90° 00 I 90° Allowable Tension Load (pounds _per _lineal inch _per _pair _of_plates) Tension Load Efficiency Ratio 0-20 1,310 942 0.63 0.46 CN-20 1,514 937 0.75 0.46 C-18 1,619 1,080 0.62 0.42 CN-18 1,859 1,220 0.73 0.48 For SI: 1 lbfTinch = 0.175 N/mm. 'The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. TABLE 3-ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE MODEL 0° 30' 1 60° 1 90° 1 120° 150° 0° J 30° 1 60° 1 90' 1 120° 1 150' Allowable Shear Load (pounds _per _lineal inch _per _pair _of_plates) Shear Load Efficiency Ratio C-20 609 720 1,106 801 423 506 0.49 0.59 0.91 0.66 0.35 0.42 CN-20 610 696 1,045 738 587 486 0.50 0.57 0.86 0.61 0.48 0.40 0-18 702 732 1,241 1,041 565 578 0.45 0.46 0.79 0.66 0.36 0.37 ON-18 647 787 809 860 703 508 0.42 0.51 0.52 0.55 0.45 0.33 For SI: 1 lbflinch = 0.175 N/mm, TABLE 4-ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Q,, FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM 184NCH-DIAMETER SINGLE-PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAVITY' C-20 and C-18 0.49 0.96 0.50 0.96 CN-20 and CN-18 0.49 0.87 0.50 0.87 'The Q, values corresponding to the value "0.49," above, apply to all wood species combinations having an average published specific gravity of 0.49 or lower the Q values corresponding to the value "0.50" apply to all wood species combinations having an average published specific gravity of 0.50 or higher. The Q, values shall be applied to all plate/wood orientations described in Footnote 1 to Table 1. Page 4 of 4 ESR-2529 LOG1'TUDlliAL.AXiS: Typ. c ciiij CIE2 - ciiTi c: c CD cD Ci ., c c TJ cU c c c c cD cU c cU cUD CUD CUD CUD CUD cUD CU) c c c c c c c CUD MODEL C-201 C48 WIDTH TYP, CUD - 5" cUD CU) - cIiD c . .. .. . .i.06 MODEL.. CW-29 CN411 FIGURE 1-COMPUTRUS PLATE DIMENSIONS TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124Th AVENUE VANCOUVER, WA 98684 Timber Products Inspection (TP) and General Testing and inspection (GTI) are code recognized by the International Conference of Building Officials (ICBO E.S.) which as of January 1, 2003 became the International Accreditation Service, Inc (LAS) with the new assigned number of M-664. This is to verify that: il CALIFORNIA TRUSS 23665 CAJALCO ROAD PERRIS, CA 92370 Is currently an active member in good standing in the TP Third Party Truss Auditing Program and has been since APRIL 1996 BRIAN HENSLEY TRUSS MANAGER - WESTERN DIVISION 4 Manufacturing Engineering Computer Systems WARNINGS: Read all General Notes and Warnings before construction of trusses. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2x4 compression web bracing must be installed where shown +. All lateral force resisting elements such as temporary and permanent bracing, must be designed and, provided by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 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. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. This design is furnished subject to the limitations on truss designs set forth by TPI in HlB-91 or TPIIWTCA in BCSI copies of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: Design to support loads as shown. Design assumes the top and bottom chords to be laterally braced, at 2'4" o.c. and at 104" o.c. respectively, unless braced throughout their length by continuous sheathing. 2x Impact bridging or lateral bracing required where shown + +. Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Design assumes adequate drainage is provided. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. Digits indicate size of plate in inches. For basic design values of the CompuTrus Plate see ESR-2529/ICBO-421 1. All plates are the "C" series unless otherwise indicated. /ompuus Inc. MANUFACTURING • ENGINEERING • COMPUTER SYSTEMS 31945 Corydon Pd., Lake Elsinore, CA 92530 • (951) 245-9525 • Fax (951) 245-9805 September 10, 2008 Brian Edwards California Truss Company, Inc. 23665 Cajalco Road Perris, CA 92570 Dear Brian, CompuTrus engineered truss designs that indicate compliance with the 2006 International Building Code (1BC-2006) are also in compliance with the requirements of the 2007 California Building Code (CBC-2007). If I can answer any questions or provide any further information regarding this matter, please feel free to contact me Very truly yours, Scott R. Carroll, P.E. Vice President COMPUTRUS INC. SRC/jt EXP. 3/3.1109 EN G\ CampuTrus, Inc. 10370 Hemet Street Suite #200, Riverside, CA 92503 (909) 343-1302 Fax (909) 343-3180 Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace 10 I 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 2 or 3-1x3/2x4 Braces Shown See appropriate CompuTrus See appropriate CompuTrus Engineering Engineering 2x4 T Brace .*— Web 2x6 T Brace T Li ---Web 2x4 T Brace 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. *VEXP, 3/31109 om5nc. Manufactunna Enqineenncl Computer S 24 BLOCK SPACED 24o.cTWICAL TRUSS - BOTTOM CHORD _o ------.--- -a I NON-BEARING PARTITION PERPENDICULAR TO TRUSS BOTTOM CHORD SECTION TRUSS CLIP OR WITH TT EQUAL W I I EQUAL. U 1-16d NAIL OR EXP 313 1109 OF CM* A41 A 41 B4 B4J /TRUSSESSPEDAS / NAJLTRUSSTO BLOCK ••_ ° NAJL SPACER BLOCKTOTRUSS rT3lBd TYPICAL (DSET NEXT ®ACKNLAFTER\ C PLATE AITL TRUSSAND TOE NAIL TO TRUSSES ARE C4J FILE NO: CONNECTION DETAILS DATE: 01/20/08 REF: 25-15-1 DES: SC BC 2006 / CBC 2007 SEQ: S151506 PIF SEE NAILING REQUIREMENTS FOR SIMPSON H2.5 CONNECTOR. omus,Inc. Manufacturing Engineerinci ComDI.iter Systems TRUSSES SPACED AS REQUIRED ------------- DOUBLE TOP PLATE NAIL TRUSS TO SPACER BLOCK WITH 2-16d NAILS PARALLEL ONE SIDE, TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS OPPOSITE SIDE. 160 NAILS ,ROUGH SPACER OCK INTO A )p PLATE J A 2.160 NAILS 2-160 NAILS INTO TOENAIL EAVE BLOCK INTO EAVE BLOCK SECTION AA STUDS SPACED AS REQUIRED ALTERNATE EXTERIOR WALL FILE NO: BLOCKING DETAILS DATE: 01/20/08 REF: 25,15-1 DES: SC IBC 2006 ICBC 2007 SEQ: S151507 EAVE BLOCK WITH 2-160 NAILS PARALLEL ONE END, 2-160 NAILS TOENAILED OPPOSITE END. SPACER BLOCK WITH 3-160 NAILS INTO TOP PLATES EXP, 3131/09 > EN GI SECTION AA Umusinc L Manufacturing Engineering Computer Stems Valley Jacks RIDGE BOARD FILE NO: CALIF FILL DETAIL DATE. 01/20/08 REF: 2515-1 DES: SC IBC 2006/CBC 2007 SEQ: S151509 OETAJL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS - SPACED 24" o.c. CLEAR SPAN NOT TO EXCEED 8'-0. FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. VALLEY PADS - 1x60R2-2s4's. JACK POSTS - 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-O o.c. AND NAILED JACK PURLINS - TO JACK PURLINS. 2x4x4'-O SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD - MINIMUM 2)6 NO. 2 HEM-FIR. RIDGE POST 2s4s TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5-0 o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN 2e4 WHOSE LENGTH IS 1 f THE VALLEY WIDTH AT THE POINT A INDICATED BY A RIDGE POST. NAILING PER IBC/1RC 2006 ------------ TRUSSAT24o.c./ V/ END WALL, GABLE END OR GIRDER TRUSS Jack L Post 4 . Ridge Board ValleyPad :1 jacuin i / ILJack kLThI± 1 1 Jack Purlin [ - Al HIP CORNER :TER LOAD DURATION INCREASE = 1.25 SPACED 24 O.C. LOADING LL (20.0) + DL (7.0) ON TOP CHORD = 27.0 PSF RAFTER SLOPE "4112 DETAIL () -t(—. HIP CORNER RAFTER LEDGER ATTACHMENT IJ NAIILS ATTAI 10 FACE OF TRUSS J 10 KING PO DETAIL Manufacturing 'Engineering Computer Systems HIP TRUSS rM FILE NO: Hip Corner Rafter - 27 DATE: 01/20/08 REF: 25-1 DES: SC ALLOWABLE SETBACK FOR BEAMS OF SIZE AND GRADE AS SHOWN 2x4 2-2x4 4x4 2x6 2-2x6 4x6 2x8 2-2x8 4x8 2x10 2-2x10 4x10 2400F 5-10" 7-0" 7-3" 8-3" 9-9" 10-2" 10-1" 12-0" 12-6" 12-2" 14-5" 15-0" 2100F 5'-8" 6-9" 7-1" 8-0" 9-6" 9'-11" 9-10" 11-8" 12-2" 11-10" 14-1" 14-7" 1950F 5-7" 6-8" 6-11" 7-11" 9'-5" 9-9" 9-8" 11-7' 12-0" 11-8" 13-10" 14-5" 1800F 5-6" 6-7" 6-10" 7-9" 9-3" 9-7" 9-7" 11-4" 11-10" 11-6" 13'-8" 14-2" 1650F 5-5" 6-6" 6-9" 7'-8" 9-1" 9-5" 9-5" 11'-2" 11-8" 11-4" 13-5" 13-11" 1450F 5-3" 6-3" 6'-6" 7-5" 8-9" 9-1" 9-1" 10-10" 11-3" io'-ir 12-11" 13'-6" SS DF 5-9" 6-10" 7-2" 8-1" 9-8" 10-0" 9-11" 11-10" 12-4" 11-4" 14-3" 14-10" #1&B DF 5'-8" 6-9" 7-1" 7-10" 9'-6" 91-11" 9-2" 11-7" 12-2" 10-6" 13-2" 14-4" #1 OF 5'-7" 6-8" 6-11" 7-6" 9-5" 9-9" 8'-9" 11-0" 11-11" 10'-0" 12-7" 13'-8- #2 DF 5'-6" 6'-7" 6-10" 7'-2" 9-0" 9'-6" 8-4" 10-7" 11'-5" 9-7" 12'-1" 13-1" SS HF 5-6" 6-7" 6-10" 7'9" 9-3" 9-7" 9-7" 11'-4" 11'-10" 11-2" 13-8" 14-2" #1&B HF 5-5" 6'-6" 6-9" 7-7" 9-1" 9'-5" 8-11" 11-2" 11-8" 10-2" 12-10" 13-11" #1 HF 5-5" 6'-6" 6'-9" 7-4" 9-1" 9-5" 81-7" 10-10" 11-8" 9-10" 12-5" 13-5" #2 HF 5-3" 6'-3" 6-6" 7-1" 8-9" 9-1" 1 8-3" 10-5" 1 11-3" 9'-6" il'll" 12-111" 2-Denotes double member beam required Join together with 16d nails at 12" O.C. COMMON TRUSS COMMON TRUSS #4 B EXTENDED TOP CHORD SECTION I A HIP RAFTER #3 #2 HIP GIRDER TRUSS— EXTENDED END END JACK BOTTOM CHORDS S C SETBACK FROM END WALL AS SPECIFIED ON ENGINEERI I: /omP.Ln FRAMING DETAILS WHERE HIP TERMINATION Manufacturing Engineering Computer Systems POINT DOES NOT MEET WITH COMMON TRUSS. RIDGE COMMON TRUSS_y fi HAP ED BLOCK ROSSBLOCK HIP / \RAFTER 7,........ EXTENDED END JACK #1 II #2 II #3 II #4 II COMMON END JACK Ofl#rCL OLUL,r 7- SETBACK FROM END WALL AS ON ENGINEERING FILE NO: CALIF HIP DETAIL DATE: 01/20/08 REF: 2515-1 DES: SC SEQ: S151508 HIP TRUSS See Engweereing for Details 2x4Ve1caIat typical 2e4 LATERAL BRACING AS SECTION XA SPECIFIED ON ENGINEERING EXP. 3131109 EN /N uTrus. Inc- Manufacturing Engineering Computer Systems 2x4 Post attached to each truss panel point and over head purlin with 2-16d nails. 2x4 No.1 Hem-Fir or No.2 Doug. Fir purlin at 40" o.c. 2x4 No.1 Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. Hip Truss No.1 setback from end watt as noted on truss design. Extended end jack top chord (typical). Common truss. Hip Corner Rafter. 2x4 Continuous lateral bracing. J) Extended bottom chord. I Design to support loads as shown. 2 Design assumes the top and bottom chords to be laterally braced at 2-0" o.c. and at 10-0" o.c. respectively, unless braced throughout their length by continuous sheathing. 3 2x4 Impact bridging or lateral bracing recommended where shown + + 4 Installation of truss is the responsibility of the respective contractor. 5 Design assumes trusses are to be used in a non- conosie 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 pro4ded. 8 Plates shalt be located on both faces of truss, and placed so their center lines coincide with joint center tines. 9 Digits indicate size of plate in inches. 10 For basic design %etues of the CornpuTrus Plate, indicated by the prefix C', see l.C.B.O. R.R. 4211 11 The CompuTrus Net Section Plate is indicated by the prefIx "CN, the designator (18) Indicates 18 ga. material is used. All others are 20 qa. FILE NO: HIP FRAMING DETAIL DATE: 01/20/08 REF: 25,15-1 DES: SC Section X Setback Hip Truss at 24" o.c.(Typical) /l, Bottom chord of Hip No. 1 truss 2-0" oc typical 3-it Hip No. 1 truss 3-lOd r lOd UTI-lis, Inc. PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM Z~CQMP~~~ Manufacturing Engineering Computer Systems CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF lOpsf 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 3-10d nails at each end of the pressure block. .01-9 2-1 .01-8 .01-9 2-.9 09LZ 03 3H 400P3 .,L-.9 ..1.1.-.9 .9-8 ..L-.9 ..1.1.-.L 91.P3 91 4H 30013 ..9-.9 6-.9 ..P-.9 ..9-19 ..6-1 Ct'3 LI 3H 30961. 3-19 9-19 2-9 ..P-19 L-d. 0L03 91. 4H 30081 2-9 .9-9 .0-8 2-9 9-1 9691 91. 4H 30991. .1.1.-S 2-9 .,8-.L ..1.1.-.S ..1.-.L 8991. C1. 4H 4OSPI 18-9 .. 1.-,L .8-8 8-.9 A-19 1.003 61. 40 SS 11-19 .11-9 .19-18 ,,L-,9 .1.1.-i 1891. 81. 40 dJ.9'&1.# .5-9 .6-9 ..P-18 .9-9 .,6-1 09E1. £1 40 ..P-19 .9-9 2-8 ..P-19 ,.L-,L 9031 91. 40 ..i'-,9 .9-9 2-9 ..P-19 .1-1 3C61. 91. SS 2-9 9-,9 .0-9 2-9 ..9-,L 1.ICI 91 4H 11-9 2-9 ..8-,L - I. 1.-S - 1.-I CLII C 1. Oxz ,,z-,c .9-9 119-19 2-9 ,,C-,9 0913 03 3H 400P3 0-19 C-S .9-9 .0-5 .0-9 91P3 91. 3H 30013 .1 1-,1 2-9 ..1?-19 .11.1.-117 ..1.1-,S CPZ3 11. 4H 40961 01.-,P .1-9 £-19 ..O1-117 ,.6-,S 0L03 91. 4H 40081. .1 1.3, .1-9 ..9.t' ..9.9 9681. 9 I 4H 10991 .01-9 119-.P .9-9 8991 Cl 4H 409P1 .i.-19 .4'-.S ..L-.9 .1-9 ..I-19 9913 61. 40 SS 0-19 £-,S ..9-19 0-,S 0-.9 61.11. 81. 30 8J.9'1# ..1.I-.P .3-9 ..17-19 ,,1.1.-,t' .1.1-S I 96P1. Li. 30 .01.-17 .1-9 £-.9 01.-4' ..6-.S, 90C1. 91. 40 OI-,t' .1-9 ,,C-,9 £1-i' 6-,9 9913 91. SS .8-P ,.1.1.-.t' .1-9 .9-31 .9-9 031'I 91. .8-17 ..01-,S .9-17 .9-9 1.131. Cl 9X3 ..9-.0 ..0-,P C-C .0-P I 0913 03 4H 400P3 2-C ..P-,C .1-P 2-.0 .01.-C S1.P3 91. 3H 40013 ..1.-.0 ..0-.0 0-.17 .1-C 6-,C EPZZ LI 3H 40961. ..1.-.0 £-.0 .0-17 ..1.-,C .9-C 0103 91. 4H 30081 .0-C 2-C LI-C .0-C .1-C 9691. 91. 4H 40991 .01-3 .0-C .9-C ..01.-.Z 9-.0 9991. CI. 4H 40914 ..0-.0 .9-C .,Z-.P ..0-.0 ..1.I-.0 1.053 61. 40 SS 2-C ..P-.0 1.-117 2-C .01.-C P861. 81 4Q 1.-C £-.0 .0-P .. 1.-C .6-C 5311. 1-1. 30 .1-C ..0-,C .0-17 111-C .9-C 6051 91. 40 1.-C ..0-,C ..0-.1? .,1 c .8-C S IPZ 91 AH SS .0-C 2-C 1101.-C .0-C .1-C 6C91. 51. .01-3 .0-C .8-C .01-3 S-.0 99P1. CI VXZ NVH83A0 WfllPMXVIP1 893 3 3I33dS 30V80 34S SC OC £3 SC 93 (dsd) avoi ivioi. 61 P1. 1 91. 8 (dsd) avoi ava 91. 91. 91. 03 03 (dsd) avoi i'n 30 P3 = QNI3VdS 931 = 3SV383N1 NOLLV8flO OVOl S8313V8 ONY S398flW. 803 SONVH83AO 31BVMO11V WflWIXY& 017311 = =130 (Ni)cE9LP = I s' :8X3 119 10 lOd 1. = >1 (NI)L6L0Z = I (NI)cJ9cL = g :9x3 119 > 10 IOd 0 = >1 (vJ)699 =1 =S :17x3 :NQIj33430 S3I.L3dOid NOLL33S (J)(9)(1) I (,,7)((7(1)X +77)(0 I :NOI1331d3O I (s')(Ygj)() cr15 (7)(A1) 11I3 N01930 9HN3AO (NM> 0NVHd3A0 X swe>sAg iendwo3 6uu0au15u3 6uunpenuetp :3Ljl -srijjpdwiDq,/ I .ol A IIt 0 I I This design prepared from computer input by CALIFORNIA TRUSS CO [TRACY ALLEN] TRUSS SPAN 11'- 10.0' CBC2007/IBC2006 MAX MEMBER FORCES 4WR/GDF/Cq=1.25 1CM LOAD DURATION INCREASE = 1.25 (Non-Rep) 1.2=) .23) 70 25c(D( 832 5.3=(0) 292 SPACED 30.0' O.C. 2-3=).968) 0 5.4(0) 832 3.4(.972) 0 LOADING LL) 20.0)4DL) 15.0) ON TOP CHORD 35.0 PSF DL ON BOTTOM CHORD 7.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0' 0.0' -68/ 876V -81I 596 3.50' 1.40 OF ( 625) LIMITED STORAGE DOES NOT APPLY SUE TO THE SPATIAL 11- 10.0' 0/ 621V -19/ 196 3.50 0.99 OF ( 625) REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.048' (LI 646) B -2'- 6.6' L/180 = 0.173' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = -0.082' (LI 377) B -2'- 6.6' L/120 = 0.259' MAX LL DEFL -0.016' )L/8437) B 6- 0.8' L1360 = 0.375' MAX TL DEFL = -0.037' (L/3640) H 6- 0.8' 1_/240 = 0.562' RECOMMENDED CAMBER (BASED ON DL OEFL)= 0.035' MAO HORIZ. LL DEFL = 0.005' H 11'- 6.5' MAX HORIZ, TL DEFL = 0.012' H 11'- 6.5' Wind: 90 mph, h=15ft, TCDL=9.0,BCDL4.2, ASCE 7-05, 1= Enclosed, Cat.2 Exp.C, III6-00-12 5-09-04 interior zone load duration factorci .6 12 12 111 CSI: TC:0.73 BC:0.36 Web:0.17) 4.00 1--- 4. 00 M-4x6 LUMBER SPECIFICATIONS IC: 2x4 OF #108TH BC: 2x4 OF #1&BTR WEBS: 20 OF 510/STUD IC MAX PURLIN SPACING 24"OC. UON. BC MAX PUBLIN SPACING 120'OC. 0DB. OVERHANGS: 31.1' 0.0' Connector plate prefix designators: C,CN,C18,CN1O (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTe/I MT series SI, cl CD CD CD 6-00-12 5-09-04 2-06 11-10 JOB NAME: Scale: 0.5252 Truss: Al DES. BY: MJ DATE: 6/19/2009 SEQ. : 4308563 TRANS ID: 30858 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2 204 compression Web bracing must be installed where shown All lateral force resisting elemeots such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for Such bracing. 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. CompuTrus has no control over and assumes no responsibility for the fabrication, handling. Shipment and installation of components. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. CompuTrus, Inc. Software 7.5.1 F(1 L)-E GENERAL NOTES, unless otherwise noted: 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, Design assumes the top and bottom chords lobe laterally braced at 2 ox. and at ID nc. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall BC). 2c Impact bridging or lateral bracing required where shown c Installation of truss is the responsibility of the respective contractor. Design assumes trusses are lobe used in a non-corrosive environment, and are for "dry condition of use. Design assumes fall bearing at all supports shown. Shire or wedge it necessary. Design assumes adequate drainage is provided. Plates shall be located on both faces of truss, and placed so their center lions coincide with joint center lives. 8. Digits indicate sire of plate in inches. 10. For basic connector plate design values see ESR-2529 (CompuTrus) and/or ESR-1311, ESR.1D5B(MiTek). EXP. 3131/11 LUMBER SPECIFICATIONS IC: 204 OF #1&BTR BC: 2x4 OF #1&BTR WEBS: 203 OF STD/STUD IC LATERAL SUPPORT <u 12'OC. EON. BC LATERAL SUPPORT vu 12'OC. EON. OVERHANGS: 31.1' 0.0' Connector plate prefix designators: CCN,C18CN10 (Sr TO prefix) ConpuTrus, Inc M,M20HS,M18HSr M16 = MiTek MT series TRUSS SPAN 11'- 10.0' LOAD DURATION INCREASE = 1.25 SPACED 24,0' O.C. LOADING LL( 20.O(+OL( 15.0) ON TOP CHORD 35.0 PSF DL ON BOTTOM CHORD 7.0 PSF TOTAL LOAD 42.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF ORC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LOVE LOADS ACT NON-CONCURRENTLY. e46 . This design prepared from computer input by CALIFORNIA TRUSS CO [TRACY ALLEN] C8C2007/IBC2006 MAX MEMBER FORCES 4W8/GDF/Cq=1.25 1CM 1.2=) '18) 56 25=) 0) 665 5.3=(0( 233 2.3(.879( 112 5-4=(-494) 1217 3.4=).858) 66 BEARING MAX VERT MAX HDRZ BRIG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0- 0.0' -55/ 70IV -65/ 476 3.50' 1.12 OF ( 625) 11'- 10.0' 0/ 496V -15/ 15H 3.50' 0.79 OF ( 625) MAX LL DEFL = O.038 (L/ 806) H -2'- 6.6' L/180 0.173' MAX TL DEFL = -0.066' )L/ 472) H -2'- 6.6 L/120 0.259' MAX LL DUEL = -0.013 (L/9999) H 6- 0.8' L/360 = 0.375' MAX TL DEFL = -0.029' )L/4655) H 6'- 0.8' L1240 = O.562 RECOMMENDED CAMBER (BASED ON DL DEFL)v 0.028' MAO HORIZ. LL OEFL 0005' H 11 - 6.5' MAX HORIZ. IL DEFL 0.010' H 11'- 6.5' COND, 2: 1800.00 LBS DRAG LOAD. SWEARWALL 0.00 to 7.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM 5-09-04 SHEAR TRANSFER 12 Wind: 90 mph, h=15ft, TCOLu9.0,BCDL4.2, ASCE 7-05, Enclosed, Cat.2, Esp.C, MWFRS, "TJ 4.00 interior zone, load duration factor=1.6 (Mao COI: TC:0.49 BC:tl.26 Web:0.13( 12 4.00 12' 6-00-12 M-4x6 6-00-12 5-09-04 2-06 11-10 JOB NAME Scale: 0.5002 WARNINGS: GENERAL NOTES, unless otherwise noted: Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: B1 and warnings before construction commences, and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2x4 compression web bracing t beinstalled rob shown All lateral force resisting I such 2 Design assumes the top d bottom chords t b laterally b d at DES BY: MJ . temporary stability bracing roust be designed by designer of complete structure, 2' o.c. and at 10' nc. respectively unless braced throughout their ten th by continuous sheathing such as plywood sheathing(TC) and/or 0r5v0a11?BC). DATE: 6 /19/2009 Compulrus assumes no responsibility for such bracing. 3, 2u Impact bridging or lateral bracing required where shows SEQ .: 4308564 4. 40 load should be applied to any component until after all bracing and fasteners Installation of truss is the responsibility of the respective contractor. Design assumes trusses are lobe used in a non-corrosive environment, TRANS ID 30858 are complete and at no time should any loads greater than design loads condition" of use, 0ponent. andg req' fullbearing t II supportsshown.Ohm wedge d mresponsibilityf the CompuTrus has no control over fabrication, handling, shipment and installation of components. 7 Design assumes adequate drainage is provided This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss and placed so their center II III III II I II II TPIPNTCA in BCSI, copies of which will be furnished upon request. lines coincide With joint center lines. 9 Digits indicate size of plate in inches. II III 111111 I I II CompuTrua, Inc. Software 7.5.1 F(1 L)-E 10, For basic connector plate design values see and/or ESR.1311,ER.1988(rliTek) EXP. 3131/11 OF This design prepared from computer input by CALIFORNIA TRUSS CO [TRACY ALLEN] LUMBER SPECIFICATIONS TRUSS SPAN 12- 1.5' CBC2007/IBC2006 MAX MEMBER FORCES 4WR/GDFICqc1.25 1CM IC: 264 OF #1&BTR LOAD DURATION INCREASE = 1.25 1.2c( -18) 56 2.6n(O( 699 6.3v(0) 239 BC: 204 OF #1&BTR SPACED 24.0' D.C. 2.3(.810( 0 6.4n)O) 699 WEBS: 2x3 OF STD/STUD 3.4n(.810) 0 LOADING 4.5v( .18) 56 IC LATERAL SUPPORT <v 12'XC. UOR, LL( 20.0)+DL( 15.0) ON TOP CHORD 35.0 PSF BC LATERAL SUPPORT cv 120C. SON. DL DR BOTTOM CHORD 7.0 PSF TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX 10HZ BRG REQUIRED BRG AREA OVERHANGS: 31.1' 31.1' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0- 0.0' -53/ 687V -65/ 656 3.50' 1.10 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. 12' 1.5' 53/ 6870 -15/ 15H 3.50' 1.10 OF ( 625) C,CR,C18,CR18 (or no prefix) = CompuTruo, Inc M,M20HS,M1BHS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL - 0.038" ILI BOB P 2' 6.6' LI180 - 0.173' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL -0:066" (LI 472) :2.: 6:6" L1120 • 0:259' MAX LL DEFL •0.014' (L/9892) P B'- 0.8' L1360 = 0.385' MAX TL DEFL -0.032' (L/4328( P 6'- 0.8' L1240 = 0.577' MAX LL DEFL = 0.038' (LI BOB) P 14'• 8.1' L/180 = 0.173' MAX IL DEFL = -0.066' (LI 472) P 14'- 8.1' L/120 = 0.259' RECOMMENDED CAMBER (BASED ON DL DEFL(= 0.028' MAX MORIZ. LL DEFL = 0.005' P 11'- 10.0' MAX HORIZ. TL DEFL = 0.010 P 11'- 10.0' Wind: 90 opt, hv15ft, TCOLv9.0,BCDLv4.2, ASCE 7-05, Enclosed, Cat.2, Eop.C, MWFRS, interior zone, load duration factor=1.6 6-00-12 6-00-12 - (Moo CSI: TC:0.49 RC:0.27 Web:O.I4I 12 12 4.00 1--- M-4x6 Sc) 6-00-12 6-00-12 2-06 12-01-08 2-06 JOB NAME Scale: 0.5108 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : C 1 and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 2v4 compression web bracing must be installed where shown*. truss designer or truss engineer. 3 All lateral force resisting el h d . temporary P Design assumes the top and bottom chords lobe laterally braced at - DES BY: MJ stability bracing must be designed by designer of complete structure, 2' oc. and at 10' O.C. respectively unless braced throughout their length by DATE: 6/19/2009 Conryubrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheath,ng(TC) and/or drywall)DC). 2v Impact bridging or lateral bracing required where shown n5 SEQ.: 4308565 No load should be applied to any component until after all bracing and fasteners Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non-corrosive environment. TRANS ID 30858 are complete and at no time should any loads greater than any co t. 'assumes t over and! no responsibility for the and are for "dry condition" of use e Design assumes full bearing at all supports shown. Shim or wedge it fabrication, handling, shipment and installation of components. 7 Design assumes adequate drainage is provided. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed no their center TPIiWTCA in gCOl, copies of which will be furnished upon request. lines coincide with joint center lines. I I I IIIII II I I I II g, Digits indicate size at plate in inches. Compulrus, Inc. Software 7.5.1 F( 1 L)-E 10. For basic connector plate design values see ESR-2029 (CornpuTras) andlor EoR-1311, EOR.lgao (MiTch). EXP. 3/31/11 . -c.-//9/°5 -< 6-00-12 This design prepared from computer input by CALIFORNIA TRUSS CO [TRACY ALLEN) CBC2007/IBC2006 MAX MEMBER FORCES 4WRIGDFICq=1.25 ICC 1.2=) .18( 56 2-6(D) 1839 6.3=(0) 337 2-3=(-2019) B 6-4=(D( 1839 3.4).2019) 0 4.5( -18) 56 BEARING MAX VENT MAX HORZ BRG REQUIRED FIRS AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 00' .42/ 1132V -65/ 65ff 3.50" 1.81 OF ( 625) 12'- 1.5" -42/ 1132V -15/ 15ff 3.50' 1.81 IF ( 625) MAX LL DEFL = 0.038' (L/ BOB) @ -2'- 6.6" L/180 = 0.173' MAX IL DEFL = -0.066' (L/ 472) H -2- 6.6' L/120 = 0.259' MAX LL DEFL = -0.040" )L/3462) H 6- 0.8' L/360 0.385" MAX IL DEFL = -0.094" (L/1648) H 6- 0.8' L/240 = 0.577' MAX LL DEFL = 0.038" (LI 808) H 14- 8.1' L/180 = 0.173' MAX TL DEFL = -0.066" (L/ 472) H 14'- 8.1' L/120 = 0.259' RECOMMENDED CAMBER (BASED ON DL DEFL(= 0.044' MAX HDRIZ. LL DEFL 0.013' H 11'- 10.0" MAO HORIZ. IL OEFL 0.027' H 11'- 10.0" Wind: 90 mph, h=lsft, TCDLu9.0,BCDLc4.2, ASCE 7-05, Enclosed, Cat .2 Exp.C, MWFRS, 6-00-12 interior zone, load duration factor=1.6 [Max CSI: TC:0.65 BC:O.46 Web:O.19) LUMBER SPECIFICATIONS IC: 2x4 OF H1&BTR BC: 2c4 OF #1&BTR WEBS: 2x3 OF STD/STUD TC LATERAL SUPPORT <= 12'OC. tON BC LATERAL SUPPORT <u I2'OC. tON OVERHANGS: 31.1' 31.1 ' Connector plate prefix designators: C,CN,CIB,CNIR (or no prefix) = Csrnpulrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12-01-08 TERMINAL HIP SETBACK 6-00-12 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non-Rep) LOADING TC UNIF LL( 40.0(CDL) 30.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.5' V BC UNIF LL( O.O(CDL) 28.2(= 28.2 PLF . 0.0' TO 12- 1.5" V TC CONC LL( 409.2(+DL( 306.9)u 716.1 LBS H 6- 0.8" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IRC 2006 AND IBC 2006 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 . 12 4 .00l0 4.00 M-4x6 4.0 6-00-12 6-00-12 2-06 12-01-08 2-06 JOB NAME Scale: 0.5108 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss : Dl and Warnings before construction commences, and approval is the responsibility of the building designer, not the 2. 204 compression web bracing must be installed where shown truss designer or truss engineer. 3 All lateral f tgelementsO temporarychas dpermanent 2 at assumes0IC topand bottom 1h ess braced throughout their lhb DES. BY:MI stability bracing must be designed by designer of completestructure. d continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 6/19/2009 Compulrus assumes no responsibility for such bracing. 3. 2. Impact bridging or lateral bracing required where shown = = 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 4308566 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are lobe used in a non-corrosive environment. TRANS ID: 30858 design loads and are for G condition" of use. e Design n, full b gatatt supports shown.Shim or wedge if 5 C has no control over and assumes no responsibility t lb fabrication, handling, shipment and installation of comPone necessary. nts. . 7 Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall bdTocated on both laces of truss, and placed so their center TPIIWTCA in BCSI, copies of which will be furnished upon request, lines coincide with joint center lines. I II I II I 5. Digits indicate size 01 plate in inches. CompuTrus, Inc. Software 7.5.1 F( 1 L)-E 10. For basic connector plate design values see ESR-2529 (CompuTrus) and/or EOR-131 1, ESR-1988 (MiTek). EXP. 3131111 Reviewed IJ Reviewed as Correctod o Rejected IJ Revise and Resubmit 0 Submit Specified Item This review Is only for general conformance With the desi9n concept of the project and general compliance with the Information given In the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor fi'm conllsncs %th ftrsai*sments of the puns PACING FOR FIREPLACE 12'-1 1/2HSPAN EXISTING WALL 110 110 i. 4G WALL 4:12 ROOF PITCH I. w Cal Truss alifornia Truss Company, Inc General Notes Truss sparing Is 24" O.C. U.N.O Truss loading is 20/15P Roof pitch is 4:12 U.N.O. --- denotes vault ceiling areas with a 0:12 Interior pitch S. 240vethan95 typical U.N.O All dimensions to be verified prior to fabrication Bottom chord of truss must not come In contact with interior non-bearing wails. Recommended hangers are Simpson or equal checked for vertical loads only and must be approved by the engineer of record. Hangers are supplied by Cal-Truss are tnJss to truss connection onlyl is. see all "warning" and "General-Notes' on truss engineering for Important details prior to any erecting or loading Of trusses. ii. Truss flaming plan refers to location & vertical loading of trusses ONLYi lateral loads, dlaphram nailing, con, framing, hangers, connections, a support designs by project architect or engineer of record. No review or Inspection of these items are Implied. 12. Girder busses DO NOT resist any drag forte on a supported span which is perpendicular on the face of the girder. Transfer and support of this drag force it by others. 1 J TRUSS PROFILES 10(/)01 BASED OFF DELTA 2 ??7 6/08/09 Revision/Issue Date **t OMPANY, INC. ad Project: La Suvero Addition Carlsbad, Ca. MASTER# Mti299 CODE-CBC2007 Drawn by: sheet Tracy Date: 1 OF 1 6/1 I S STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACIÔN DE LOS TRUSSES 21 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los prOximos 4 trusses con restricción lateral temporal de miembro corto (yea abajo). 4) Instale el arriostre diagonal de la cuerda superior (yea abajo). 5) Instale arriostre diagonal pats los pIanos de los miembros secundarios para estabilice los primeros cinco trusses (yea abajo). 6) Instale la restricciOn lateral temporal y arriostre diagonal para la cuerda inferior (yea abajo). 7) Repita éste procedimiento en grupos de cuatro trusses hasta qua todos los trusses estén instalados. Ia.'(i1ili! Refer to BCSI.B2*** for more information. Vea el rest)men BCSI-82°'°" para mãs informaciOn. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRICCIÔN/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 10 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este método de restriccidn y arriostre as para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. yea la paite superior de la columna pats la restricciOn y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR 30'(9.1 m) - 8(2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 m) - 6(1.8 m) D.C. max. 60'(18.3 m) 60' (18.3 m) - 4(1.2 m) D.C. max. 80' (24.4_m)5 "Consult a Registered Design Professional for trusses longer than 60' (18.3 m). "Consulte a un Professional Registrado de Disefio pats trusspma5 de 60 pies. See BCSI_B2*** for TCTLR options. yea el BCSIB2vv* para las opciones de TCTL Refer to BCSI_B3*** for Gable End Frame re- straint/bracing/ reinforcement information. Para informaciOn sobre restric ción/arriostre/refuerzo para Armazones Hastiales yea el "'-,1 Repeat diagonal resumen BCSFB3*** -_.I braces for each set of 4 trusses, Note: Ground bracing not shown for clarity. Replta los arri- sotres diagonales para cada grupo WEB MEMBER PLANE _ PIANO DE LOS MIEMBROS SECUNDARIOS do 4 trusses. ILLI)ILI Diagonal LATERAL RESTRAINT Web members bracing & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRICCION LATERAL YEL ARRIOSTRE DIAGONAL Bottom chords SON MUY IMPORTANTES' .-' Diagonal braces every 10 truss spaces 10'(3 m) - 15'(4.6 m) max. Same spacing 20'(6.1 m) max. as bottom chord lateral restraint Note: Some chord and web members not shown for clarity. BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or -< greater lapped over two trusses. braces every 10 - truss spaces 20' (6.1 m) max. 10' (3 m) - 15(4.6 m) Note: Some chord and web members max. . not shown for clarity. 19MEJD.- INSTA'IACION. "h RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PAPA TRUSSES DE CUERDAS PAR.ALELAS 3X2 V 4X2 Diagonal bracing Repeat diage VNIM Refer 115'(4.6 rl every 15 trus to BCSI_B7*** for more information. Vea el resumen (p%l OCSZ-B7*** para Apply diagonal brace to vertical ------. webs at end of cantilever and at 7 -_..... - - boating locations All lateral restraints lapped at least two trusses. *Tap chard temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15'(4.6 m) o.c. for 4s2 chords. INSTALLING - INSTALACION Out-of -Plane Tolerances for Out-of-Plane. Out-of-Plumb Max. Bow Truss Length Tolerancias pats Fuera-de-Plano. - 314" 12.5' Max Be. 0150 D (ft.) (19 mm) (3.8 m) F. Length ex S.w 22 mm) (4.5w) Max. Bow (25 mm) (5.1 ml II 3f4" 1-118" 18.8' ri Lengih 5 (.1 / / Plumb _j (29 mm) (5.7 m) i line 1" 1-1/4" 20.8' Tolerances for II j (32 mm) (63 m) Out-of-Plumb. 1-1/4'' t 1-318' 22.9' Toleranciaspara 0/50 max --...., mm 1 m) (35 mm) (7 a32 Fuera-de-Plomada. - , , CONSTRUCTION LOADING 1 (45 mm) 1 (2 CARGA DE CONSTRUCCION 2" Q DO NOT proceed with construction until all lateral (51 mm) (a restraint and bracing is securely and properly in place. NO proceda con la construccidn hasta que todas las restric- clones laterales ylos arriostres estén colocados en forma apropiada y segura. DO NOT exceed maximum stack heights. Refer to BCSI.B4*** for more information. NO exceda las alturas maximas de montdn. yea el resumen BcsI_64mm* para mãs informacidn. no ara# Clay DO NOT overload small groups or single trusses. NO sobrecargue pequefios grupos o trusses indiyiduales. NEVER stack materials near a peak or at mid-span. NUNCA amontone los materiales cerca de un pico. 21 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible- 21 Position loads over load bearing walls. Coloque las cargas sobre las Paredes soportantes. Truss bracing not ALTERATIONS - ALTERACIONES shown for ciarity. = Refer to BCSI55.*** Vea el resumen BCSIB5.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningán miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diseflo del truss. ()tfil MOM Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccidn o han sido alterados sin la autorizacidn previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantla limitada del Fabri- cante de Trusses. "Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non-printing PDF or this document, visit ireooaiudaotey&0mlb1- NOTE: The truss manufacturer and truss designer rely on the presumption than the contractor and crane operator (if apphcabie) are professionals with She capability to undertake the work they have agreed to door any given project. If She contractor believes it needs assistance in sonic aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overoi construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are bused upon the collective experience of leading Personnel involved with truss design, manufacture and installation, but must, due tome nature of responsibilities involved, be presented only as GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of Other equivalent methods for restraining/bracing and providing stability for the wait, columns, floors, roofs and allthe interrelated structural building components as determined by the contractor. Thus, VdTCA and TPI expressly disclaim any responsibility for damages uniting from the use, application, or reliance on the recommendations and information contained herein. Alk WL At TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 208 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • www.sbcindustry.cOm 703/683'1010 • svmws.tpinst.org B1WARN15n17 5q1rt2 ff RJ.TD1iRFDE- LU Ill Truss span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud do Tramo Espaciamtento delArriostre Temporal de la Cuercia Superior Up to 30' 10'(3 m) o.c. max. (9.1 ml Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm( Plywood or 05B 16(406mm) Asphalt Shingles 2 bandies Concrete Block 1 n' (203 mm( flit 1 34 tilts high ti bracing spaces 30' A GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked in any way to identity the Los trusses no están marcados de ningun mode que frequency or location of temporary lateral restraint identifique la frecuencia 0 localización de restricción lateral RECOMENDA ClONES PAR.4 LEVANTAR PAQUETES DE TRUSSES and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use las recomendaciones Q DON'T overload the crane. for handling, installing and temporary restraining de manejo, instalaciôn, restriccidn y arriostre temporal de-. and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto BCSI -Gulp de Buena Práctica NO sobrecargue la gróa. Good Practice for Handling. Installing. Restraining oats el Manelo. lnstalacidn. Restriccidn V Arriostre de los Q NEVER use banding to lift a bundle. & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Meta T for more detailed information, pats informacidn más detallada. - NUNCA use las-ataduras para levantar un Truss Design Drawings may specify locations of Los dibujos de diseulo de los trusses pueden. espciflcar paquete. permanent lateral restraint or reinforcement for las loca/izaciones de restricción lateral por?nannte .0 . A'singI4 lift oint may be used for bindles with individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la trussesup to45(13.7 m).-'., I B3*** for more information. All other permanent hoja resumen BCSI-83' para más informacidn. El Two lift point may b6 used fdr b idles with WARNING! Do not over load supporting bracing design is the responsibility of the building resto de los disefios de arriostres permanentes son _la ,.trusses up to 60(18.3 m). "! . structure with truss bundle. designer. responsabilidad del diseliador del editicio. "' ' - "s Use at least 3 lift points for bundles With trusses greater than 60' (18.3 rn). Jj lAD VER 1ENIA' No sobrecargue la ! t t' " - "' ' estructura apoyada con el paquete de Puede ussr un solo lugar de l.a vantar para trusses. I paquetes'dé t1us'ses hasta 45 pies. WARNING! The consequences of improper - ' Puede usar,dos'puntós de levantalpara Place truss bundles in stable position. handling, erecting, installing, restraining _______ páfju&ès más"de,6O pies.' , Puse a uetes de trusses en una posición and bracing can result in a collapse of the . .Use yl'sF,b7ititos,de le ntar para hI q structure, or worse, serious personal injury '. bft a e. or death. lAD VERTENCIA! El resultado de un manejo, 6r'1rioNi OF SINGLE TRUSSES BY HAND ievantamiento,m a staiaon,restricaónyarnsotre DE TRUSSES INDIVIDUALES edo peor heridos o muertos. Banding and truss plates have sharp edges Trusses 30' Wear gloves when handling __________ f" 0). o and safety glasses when cutting banding. (9.1 m) r I 5W less, support at llul8lBILfil! Chapas de metal tienen bordes atllados. I "J I ¼'fe . quarter points. Lleveguantes y lentes protectores cuando cotta las - "Wabpa, Soporte de HANDLING - MANEJO trusses de - Trusses' detrarnolos . Trusses up to 30 Avoid lateral bending. ll3tfJ99©3ffi Use gM ctid pies pies o menos. Trusses hasta 30 pies Evite la flex,dn lateral, special care in cuidado especial en windy HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES :': l ather : de cables eléctricos o RECOMENDA ClONES PAR.4 LEVANTAR TRUSSES INDIVIDUALES and airports. de aeroouertos. Spreader bar for truss 741-71 _7 ___________ The contractor is responsible for 25l2 fl properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. Use proper rig- Use equipo apropiado El contratista tiene la responsabilidad de ging and hoisting para levantar a recibit descargar y almacenar adecuadamente equipment. improvises los trusses en la obra. Descargue los trusses en la tierra liso pats prevenir el daiio. tj t I1 Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in - - - contact with the ground after delivery. If trusses are to be stored horizontally for more than one D store or e amacene week, place blocking of sufficient height beneath unbraced bundles verticalmente los the stack of trusses at 8'(2.4 m) to 10' (3 m) upright, trusses sue Itos. on-center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega 0 almacenados temporalmente en contacto con el suelo después de entrega. Silos trusses estarán guardados horizontalmente para may de una semana, ponga bloqueando de altura suficiente - - detrds de la pila de los trusses a Shasta 10 pies en centro (o.c.). Li For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por ma's de una semana, DO NOT store on NO almacene en tierra cubra los paquetes para protegerlos del ambiente. uneven ground. desigual. Refer to BCSI*** for more detailed information - -. - pertaining to handling and jobsite storage of trusses. Vea el folleto SCSI**- pats informacidn was detal- lada sobre el manejo y almacenado de los trusses - " \,. '• ___ en area de trabajo. ZZ .,. vAr// (I!!/ \LIViL Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grOa hasta que la restriccidn lateral temporal de la cuerda superior estd instalado y el truss está asegurado en los soportes. Using a single pick-point at the peak can damage the truss El uso de un solo lugar en el pico pars levantar puede hacer daub al truss. 60* or less Approx. 1/2 truss ien5t5 Tagine ) 1" TRUSSES UP 1030' (9.1 n,) I TRUSSES HASTA 30 PIES _reader bar Aft Locate spreader bar A 10's c. above or stiitbacb max mid-height Spreader bar 3/3 to ,,,line ._,.,,. spreader bar 1/2 iv 3 truss ienpth i I TRUSSES HA 60 PIES TRUSSES UP 1060' Tag me .j" H- 3/4 truss length -H TRUSSES HAA S PIES I TRUSSES UP TO AND OVER 60'(18.3 V OBRE 60 TEMPORARY RESTRAINT & BRACING RESTRICCION YARRIOSTRE TEMPORAL EmRefer to BCSI,82*** for more -*-----nTop Chord Temporary information. / Lateral Restraint (TCTLR) macion. Vea el resumen BCSI-82°°" pats más infor- 2x4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column) ' Coloque los arriostres de tierra para el primer truss directamente en Ilnea con cada una de las tllas de restricciOn lateral temporal de la Brace first truss columna). erection of additional ® DO NOT walk on trusses unbraced trusses. cuerda superior (yea la tabla en la prOxima securely before NO camine en trusses I Illilif sue Itos. .b1.. - CB090990 1679 F1SHER SHULL: 312SF MEDIA ROOM - r 11 CV Ct, E&L T 7jCthi 7/2/q -47 J/L) -7/1rq- Q1A21 Approved Z1/ Date By Building 7(, Planning 1E eerin9 HazMat APCD - Health Forms/Fees Sent Rec'd Due? By CFD I__ Fire V FOG __YN _ HazMaVAPCD __________ V Health V N PFF V N PE&M N School V Sewer - v Stormwater V N V N Comments Date Date Date Date Building Planning 7. g7 Engineering Fire Need? LlDone Li Done Li Done L ... - 1Jone 13 Done Application Complete? N Fees Complete? N ::1I" I