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AR (07-3143)57188 Medinah 07-3143 P.O. BOX 1504 VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777 -7153 - BUILDING PERMIT Date: 2/27/08 Application Number: ,07-00003143 Owner: Property Address: 15718-8--MEDINAH SNITKOFF MICHAEL. H APN: 762-110-023- - - 18624 MERRIDY ST Application description: ADDITION - RESIDENTIAL NORTHRIDGE, CA 91324 Property Zoning: LOW DENSITY RESIDENTIAL n Application valuation: 29977 - - D Q D Contractor: t Applicant: Architect or Engineer:. 7C' S CONSTRUCTION & I T MAK 0 4 2009 48236 VISTA DE NOPAL r LA'QUINTA, CA 92253 (7'60)564-5811 CITYOFLAQUINTA Lic. No.: 594043 FINANCE DEPT. LICEN ! CONTRACTOR'S DECLARATION - - WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I m licensed under provisions of Chapter 9 (commencing with 1 hereby affirm under penalty of perjury one of the following declarations: Section 7000) of Division 3' of the Business nd PPofessio s Code, and my License is in full force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class: B1 J_. -License No.:, 594043 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is rr - - issued. Date: ' 1VV Contractor. - - - _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor , I Code, for the performance of the work for which this permit is issued. My work6s' compensation NER-BUILDER DECLARATION I hereby affirm under penalty of perjur that I a exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Busine's and fessions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the . permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 o the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by - any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, 'and who does the work himself or herself through his or her own employees, provided.that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). - - ( 1 I am exempt under Sec. , BAP. C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the. , work for which this permit is.issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPE%NlIT insurance carrier and policy numb re: Carrier STATE FUND XolicvN mber 0038731-2007 I certify that, in the performance f the-wo for which this permit is issued, I shall not employ any person in any manner so aWh ject to a workers' compensation laws of California, and agree that, if I should to t workers' compensation provisions of Section 3700 of the Labor Code, Io ly with those provisions. kDate:_ Applicant:__ - WARNING: FAILURE TO SECURE WAS' C PE SATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMI L PENALTI NO CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,0001. IN ADDITIO TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the' -Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Eachpersonupon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, andshall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application become ull and void if work is not commenced within 180 days from date of issuance of such per ' , or essation of work for 180 days will subject permit to cancellation. I certify that I have read -this application and state that the abo infor ation is correct. I agree to comply with all city and county ordinances and state laws relating to building onstr tion, and he by authorize representatives of this county to enter upon the above-mentioned property f' ins ction purpos Date: ..C ^UrSignatur 6 (Applicant or Agent): 1 J Application Number' .. 07-00003143 Permit . . .. BUILDING PERMIT Additional desc . Permit Fee 284.50 Plan Check Fee 184.93 Issue Date Valuation 29977 . Expiration Date 8/25/08 Qty Unit Charge. Per Extension BASE FEE 252.00 5.00 6.5000 THOU BLDG 25,001-50,000 32.50 Permit . . . ELECT - ADD/ALT/REM Additional desc . Permit Fee. 27.99 Plan Check.Fee'. 7•.00 Issue Date . . • Valuation . . . 0, Expiration Date 8/25/08 „ Qty Unit Charge Per, Extension ` BASE FEE 15.00 371.00 0350 ELEC NEW RES - 1 OR 2 FAMILY 12.99 Permit . . GRADING PERMIT Additional desc . Permit Fee . . . . 15.00 Plan Check Fee .. .00 Issue Date Valuation 0 Expiration Date.. 8/25/08 Qty Unit Charge Per Extension ' ` BASE FEE 15.00 Permit . - MECHANICAL Additional desc . Permit Fee . . . 39.50 - :Plan Check Fee 9.88 Issue Date.'.. Valuation _. . . 0 Expiration Date 8/25/08 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000.EA MECH FURNACE <=100K-- 9.00 1.00 9.0000 EA MECH B/C <=3HP/10.OK BTU 9.00 1,00 6.5000 EA MECH VENT FAN 6.50 Permit .'. . PLUMBING Additional desc . LQPER,MIT Application Number . . . 07-00003143. Permit • . PLUMBING Permit Fee . . . 52.50 Plan Check Fee 13.13 Issue Date Valuation 0 Expiration Date .. 8/25/08 ' Qty Unit Charge Per Extension BASE FEE 15.00 4.00 6.00x00 EA PLB FIXTURE 24.00 : 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP; 3.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 Special Notes and Comments 371 SQ. FT. CASITA ADDITION -------------------------------------- Other Fees. ENERGY REVIEW FEE 18.4.9 STRONG MOTION (SMI) = RES. 2.99 Fee summary Charged - Paid Credited Due ----------------- Permit Fee Total 419.49 .00 .00 419.49 Plan Check Total 214.94 .00 .00 214.94 Other Fee Total• 21.48 .00 .00 21.48. Grand Total' 655.91 .00 00. 655.91 Bin # ( 1.3 City of La uinta Q Building 8t Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # (U l Project Address: S 7-1 8 N1 E t7 ► A H Owner's Name: M ; L 11A E 4 6 -Al -DA -' rkp FF A P. Number: 7 a. - /I O— 023 Address: S"7-/98 M E b ►Nib H Legal Description: !. 07 SG T(2 2 g if /0 _ City, ST, Zip: L. q 9 v MTI CA t? 2 -3 ' Contractor: G pds"i. L.13/tlLy Co A Address: q& -?-36 ) S %A De- NO P/4 L 19)' Telephone: 7 7 - 30 Z ,,p(.. ; .n> G,o-:}; }}'•.r ••::FG: 3/;:• 4.hyFf{'n• +{/i;::Tir:• Project Description: City, ST, Zip: /-A-CPLI!,✓TA` C4 3 / GAsi1—/4 ' .AT 60VC12ED Telephone: .S P 740'. 6N 8;1 ' ;; ` "Y.•f. '"`}}•'":? ': `. ay '• %'y r X<J f City Lic. #; tZ DUefZ State Lic. # : ST Q L/ Arch., Engr., Designer: Address: .j • (% S l}N Ort/i Ih 4 R • Sq tG '/ City., ST, Zip: Telephone: % State Lic. #: . µ :y ::•,.; ;..,4; `w: Construction Type: Occu anp -3c project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: &4 4qAn/d,44 L Sq. Ft.: 3 % 1 # Stories: # Units: Telephone # of Contact Person: 7 7 7- ZO Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE / # Submittal Req'd Recd TRACKING PERMIT FEES a Plan Sets Plan Check submitted tZ l 2 Item Amount p1 Structural Calcs. Reviewed, ready r corrections / Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance aTide 24 Calcs. Plans picked up 'A10 7 Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for correction issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- 'nd Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.LP,P, Pub. Wks. Appr Date of permit issue School Fees ✓ A/C IIiRTcC'IL K* r -x Pe L- Total Permit Fees zU3 --.7 ¢" Doe LI lo1 "I0A01-Ug '1v Z.11g10r? P15 - R f't • r Af iyY, 1 r .. ` 3 i •. ... ' ' • ' r.. 1 ' rYf 1 • '1 ` Coachella+' Walley Unified School District y This Box For District Use Only +• 83-733 Ay&nue 55, Thermal, CA 92274 DEVELOPER FEES PAID -4 4(760) 398-5909 - Fax (760) 398=1224 AREA: - AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT:.. .MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS: CERTIFICATE OF COMPLIANCE ' - (California Education Code 17620) Project Name: _SN TKOFFj , Date:, March 4, 2008 Owner's Name: STIITKOFF Phone No. (760) Project Address: 57-188 Medinah Project Description: Detached Casita Addition ` APN: 762-110-023 Tract #: 'Lot #'s: Type of Development: Residential XX - • Commercial _ Industrial Total Square Feet of Building Area: 371 sq. ft.' Certification of Applicant/Owners: The person signing certifies at t e above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized si on behalf of the owner/developer. Dated: 3/04/08 Signature: s*sss****s***ssss*sss***ss****s* s** s*sss.*,s*ss***ss*s*s*.******s**s•*** SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) • , { Education Code Gov. Code Project • Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement Note: Pursuant to AB -181, any mobilehomes being replaced Number of Sq.Ft. 371 sq. ft.. or relocated within the same school district are exempt from Amount per Sq.Ft $ 0.00 developer fees. Any additions of 500 sq. ft.or less is a Amount Collected $ 0.00 .R: exempt from developer fees. (Unless additions are.on.a ,' structure.that is under_ construction.) Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Support Services, 'Certificate issued by: - Leticia C. Torres, Facilities Analyst Sign e: NOTICE OF 90 DAY PERIOD FOR PROTEST O S ST NT OF FEES ' Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code: Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued_ for the project that is the -subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance 3 ' MV:c/Itnydocs/dcvfees/certificate of compliance form tablesTO USF.doc : -1/16/03T , Building &' Safety Department 78-495 Calle Tampico PO Box 1504 La Quinta, CA 92253 (760) 777-7012 voice — (760) 777-7011 fax CERTIFICATIONOFBUILDING AREA STREET ADDRESS OF JOB: 57-188 MEDINAH APN: 762 —110 — 023 DESCRIPTION OF WORK: DETACHED CASITA ADDITION SQUARE FOOTAGE: 371 OWNER'S NAME: SNITKOFF Coachella Valley Unified School District 83-733 Avenue 55 P.O Box 847 Thermal, CA 92274 (760) 398 5909 Desert Sands Unified School District 47-950 Dune Palms Road CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION La Quinta, CA 92253 (760) 771-8515 Please Note: This Letter Verifies Conditioned Square . Footage. Please call your. School District to Verify School Fees, Requirement for Cashiers Check or Money Order and Hours of Operation. For questions regarding this letter, please call: Building & Safety Counter Technician (760) 777-7012 Letter of Transmittal To: City of La Quinta Today's Date: a 1i pyo 78-495 Calle Tampico City Due Date ; , Mpg La Quinta, Ca 92253 Project Address: 56_ 1 gg MEDt Attn: Plan Check #: 0I -N 3_ This Material Sent for: Submittal: ❑ 1st ❑ 4th Your Files ❑ ® 2"a a 5m, Your Review ❑ ❑ 3`d ❑ Other: Checking We are forwarding: By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions: Copies: Copies: ❑ Structural Plans Revised Structural Plans Structural Calcs ❑ Revised Structural Calcs j1 Truss Calcs ❑ Revised Truss Calcs ❑ Soils Report ❑ Revised Soils Report ❑ Correction List ❑ Approved Structural Plans ( ( Redlined Structural'Plans ❑ Approved Structural Calcs j7- Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ . Approved Soils Report ' ❑ Redlined Soils Reports ❑ Other: By Palm Desert Office.: ❑ # (760) 360-5770 Washington Office: ❑ # (760) 404-9556 Thank you! This Material Sent for: ❑ Your Files ❑ Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ . At the -request of: Other: ❑ By Palm Desert Office.: ❑ # (760) 360-5770 Washington Office: ❑ # (760) 404-9556 A. Purpose. To provide for the continuing development of low density neighborhoods (two- to -four units per acre) with open space and minor uses supporting golf B. Permitted Uses. Permitted uses for lands designated as Residential Specific Plan.(RSP) include single family detached dwellings, single family.attached dwellings, town homes, condominiums, and includes residential and golf supporting maintenance and office.uses. Golf supporting building criteria is listed in detail in Planning Area II table labeled GOLF COURSE / OPEN SPACE ANCILLARY BUILDING DEVELOPMENT STANDARDS. Guest houses and shall be allowed in both attached and detached residential tracts. Any determination on a proposed use weather listed or unlisted herein may be either internally reviewed by the Community Development Director or Planning Manager or referred to the Planning Commission as a non -hearing item if the Community Development Director or Planning Manager determines on a case-by-case basis that the public interest would be better served by such referral. C. Temporary & Interim Uses. Temporary outdoor event staging facilities and on-site construction and site. guard offices including relocatable buildings. R D. Development Standards All residential structures within 100 feet of specific plan perimeter shall be limited to a one story building criteria with a height limitation of 28 feet. The following development standards apply to property within Planning Area I. Projects with ten or more dwelling units shall incorporate front setbacks varying between 15 ft. and 25 ft. in order to avoid streetscape monotony, where feasible. "Swimming pools are allowed to be constructed to rear yard property lines subject to approval by golf course owner or operator. ' Existing buildings may be more than one story. '- 20 ft. if "roll -up" type garage door is used facing street. Units with side entry garages shall have a minimum setback of 15 ft. ' Patio covers may be located five feet from rear property line. ° Flag lots require a minimum of 20 ft. frontage. SINGLE FAMILY DETACHED DEVELOPMENT STANDARDS ITEM QUANTITY i! Minimum Lot Size 6500 sq/ft Minimum Golf Course Lot Frontage (street side) 50 ft.4 Minimum Off -Golf Lot Frontage (street side) 55 ft.4 Maximum Structure Height 28 ft. Maximum No. of Stories 1' { Minimum Front Yard.Setback? Minimum Garage Setback 15 ft.2 Minimum Interior/Exterior Side Yard Setbacks 5/10 ft. Minimum Rear Yard Setback 10 ft.**3 Minimum Livable Floor Area Excluding Garage 1400 sq/ft Projects with ten or more dwelling units shall incorporate front setbacks varying between 15 ft. and 25 ft. in order to avoid streetscape monotony, where feasible. "Swimming pools are allowed to be constructed to rear yard property lines subject to approval by golf course owner or operator. ' Existing buildings may be more than one story. '- 20 ft. if "roll -up" type garage door is used facing street. Units with side entry garages shall have a minimum setback of 15 ft. ' Patio covers may be located five feet from rear property line. ° Flag lots require a minimum of 20 ft. frontage. IV w„ Zoning and Development Regulation and Standards by Planning ' Area ; Zoning and Development Regulation and Standards are presented for Planning Area I - through Planning Area V as delineated in the Planning Area Exhibit and are presented in the _:, i , . • following order: a. Planning`Area I f. RESIDENTIAL SPECIFIC PLAN RL -(RSP) USES AND STANDARDS Description of Uses in Planning Area I 4' Zoning and Development Regulation and Standards in Planning Area I Planning,Area II GOLF COURSE/OPEN SPACE II (GC) PASSIVE_ AND ACTIVE RECREATION AREA Description of Uses in Planning Area II jt Zoning'and Development Regulation and Standards in Planning Area Planning Area III TOURIST COMMERCIAL TC -(RSP) USES Description of Uses in Planning Area III Zoning and Development Regulation and Standards in Planning Area III • Planning Area IV NIEDIUM DENSITY RESIDENTIAL RM USES AND STANDARDS _ Description of Uses in Planning Area IV Zoning and Development Regulation and Standards in Planning Area IV x Planning Area V HILLSIDE CONSERVATION HC (HC) AREA Description of Uses in Planning Area V Zoning and Development. Regulation and Standards in Planning Area V EMP' r jt ifit„ • pn + " _ +.%a r" d ,`I ' ,` ®7Laeln CommertW .•, - `.Medlcm Dmdy ' rV 7- ' r , -. + fr'f, s L " i*i r.Sa: 'i OrmLiy. • - :- .- ." . K y ,: '0..a i T 1 1 • , '+. . 46. 3.2 - PGA WEST - Amendment N r 7 ftY64; vltt"/ eSTRUCTURAL AND CIVIL ENGINEERING , - DENISE R. POELTLER, INC.- 73-661 NC.-73.661 Highway 111 i Suite G • Palm Desert, California 92260 l www.theflyingbutfress.com 06 February 2008' Mr. Tom Hartung, Building Director CIT,Y OF LA QUINTA Department of Building and Safety 78-495 Calle Tampico ; -U La Quinta,.CA .92253. 'RE: SNI TKOFF GUEST HOUSE ,. Job Site Address: 57-188 Medinah, PGA West ` Subject: 'Truss Acceptance Letter `y W Dear Mr. Hartung:' "- I have reviewed the total deflection, live, dead, and, drag loads used for the design of the gang-nail roof trusses prepared by TRUSSWORKS'(dated 01-08-08 ),.and found them in substantial conformance with the structural documents prepared.by my firm. Respectfully submitted, ' t zcFessioN9 No.33446 . --Ce -08 Denise R.'Poeltler f. Ex 30- 8 R.C.E. 33446 sf Cw y P y 9lFOF CAUF4 ` M.O.07-243 cc: Gabriel Lujan, Gabriel Lujan'& Associates- _ (760) 779-0405-` 40 FAX (760) 779-,1317 INSTALLATION CERTIFICATE 3 of 12) CF -6R Site Address Permit Number rlp r . An installation certificate is required to be posted at the building site or made available for all appropriate inspections. (The information provided on this form is required) After completion of final inspection, a copy must be provided to the building department (upon request) and the building owner at occupancy, per Section 10-103(a). • HVAC SYSTEMS: Keating Equipment I Equip Type q p yp (pkg. heat um CEC Certified Mfr. Name and Model Number A of Identical - Systems Efficiency AFUE, etc.)i zCF-IR value) Duct Location attic, etc. Duct or Piping R -value \ Heating Load Btu/hr Heating Capacity Btu/hr t/ j4h RI C 1, I 1< m •(9400 Cooling Equipment E ul T e q p yp (pkg. heat um CEC Certified Mfr. Name and Model Number # of Identical Systems Efficiency SEER or EER i ) zCFARvalue) Duct Location attic etc: _ Duct R-valueBtu/hr. Cooling Load Cooling Capacity Btu/hr `m -r 0M0 6 no/f I 1< m 1. > symbol reads greater than or equal to what is indicated on the CF -IR value. Include both SEER and EER if compliance credit for high EER air conditioner is claimed. - ✓ On, the undersigned, verify that equipment listed above is: 1) is the actual equipment -installed, 2) equivalent to or more efficient than that specified in the certificate of compliance (Form CF -IR) submitted for compliance with the Energy Efciency Standards for residential buildings, and 3) equipment that meets or exceeds the appropriate requirements for manufactured devices (from the Appliance Efciency Regulations or Part 6), where applicable. Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Signature: Date: Copies to: BUILDING DEPARTMENT, HERS RATER (IF APPLICABLE) BUILDING OWNER AT OCCUPANCY Residential Compliance Forms April 2005 i INSTALLATION CERTIFICATE Site Address (Page 4 of 12) CF -6R d P Permit Number INSTALLER COMPLIANCE STATEMENT FOR DUCT LEAKAGE INSTALLER COMPLIANCE STATEMENT The building was: ✓ 19fested at Final ✓ 13 Tested at Rough -in INSTALLER VISUAL INSPECTION AT FINAL CONSTRUCTION STAGE FOR NEW DUCTS: 04emove at least one supply and one return register, and verify that the spaces between the register boot and the interior finishing wall are properly sealed. ❑ If the house rough -in duct leakage test was conducted without an air handler installed, inspect the connection points between the air handler and the supply and return plenums to verify that the connection points are properly sealed. ❑ Inspect all joints to ensure that no cloth backed rubber adhesive duct tape is used on new ducts. ✓ O DUCT LEAKAGE REDUCTION - • •. rcw.wn ana Niara nostte testin o air distribution s stents are available in W CONSTRUCTION: Duct Pressurization Test Results (CFM ® 25 Pa) I Enter Tested Leakage Flow in CFM: Fan Flow: Calculated (Nominal: ✓ Cooling m11111 ber ❑Heating) or ✓ ❑Measured 2 If Fan Flow is Calculated as 400 cfm/ton x nuof tons or as 21.7 cfm/(kBtu/hr) x Heating t3paSS a act in Thousands of Btu/hr enter total calculated or, measured fan flow in CFM here: if Leakage Percentage < 6% for Final or < 4% at Rough -in without air handle: 100 x Line # 1 / O 4Line # 2111 ALTERATIONS: Duct System and/or HVAC Measured+x Values 'sof aen 600 ✓ ✓ S ass ❑ Fail 4 Enter Tested Leakage Flow in CFM from Pre -Test of Existing Duct System Prior to Duct ( System Alteration and/or Equipment Change -Out. Enter Tested Leakage Flow in CFM from Final Test of New Duct System or Altered Duct 5 S stem for Duct S stem Alteration and/or Equipment Chan e -Out. 6 Enter Reduction in Leakage for Altered Duct System Line # 4 Minus Line # 5 - Onl if Applicable 7 Enter Tested Leakage Flow in CFM to Outside (Only if Applicable) Entire New Duct System - Pass if Leakage Percentage < 6% for Final. 8 100 x Line # 5 / Line # 2 TEST OR VERIFICATION STANDARDS: For Altered Duct System and/or HVAC Equipment Change - Out Use one of the following four Test or Verification Standards for com Ilance: 9 Pass if Leakage Percentage < 15% [100 x [5 # Line ( ) / (Line # 2)11 10 Pass if Leakage to Outside Percentage < 10% 1100 x [__ (Line # 7) / (Line # 2)1] Pass if Leakage Reduction Percentage > 60% [100 x 11 and Verification b Smoke Test and Visual Ins ection —(Line # 6) / (Line # 4)11 12. Pass if Sealin OEM Accessible Leaks and Verification b S k 13 Pass ❑ Fail ✓ V., 13 ❑ Fail 13 Pass ❑ Fail 13 Pass ❑ Fail III,,', a Test and Visual Ins ection . z 1:::I , ; ;, •. O Pass ❑ Fail Pass if One of Lines # 9 through # 12 ✓ ❑I, the undersigned, verify that the above diagnostic test results were performed in conformance with the requirements for compliance credit. I, the undersigned, also certify that the newly installed or retrofit Air -Distribution System Ducts, Plenums and Fans comply with Mandatory requirements specified in Section 150 (m) of the 2005 Building Energy Efficiency standards. Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Date: '7 - (i Copies to: BUILDING DEPARTMENT, HERS RATER (IF APPLICABLE) BUILDING OWNER AT OCCUPANCY Residential Compliance Forms December 2005 INS'T'ALLATION CERTIFICATE (Page 5 of 12) CF -6R Site Address Permit Number ct ( Ua 1+ r. ✓ ®THERMOSTATIC EXPANSION VALVE (TXV) Procedures for field verification of thermostatic expansion valves are available in RACM, Appendix Rl. . ✓ REFRIGERANT CHARGE MEASUREMENT Verification for Required Refrigerant Charge and Adequate Airflow for Split System Space Cooling Systems without Thermostatic Expansion Valves Outdoor Unit Serial # Access is provided for inspection. The procedure shall r Outdoor Unit Make Y ✓ Outdoor Unit Model consist of visual verification that the TXV is installed on Cooling Capacity Btu/hr uYes O No the system and installation of the specific equipment (must be checked monthly) Date of Thermocouple Calibration (must be checked monthly) shall be verified. Yes is a ass I Pass I Fail ✓ REFRIGERANT CHARGE MEASUREMENT Verification for Required Refrigerant Charge and Adequate Airflow for Split System Space Cooling Systems without Thermostatic Expansion Valves Outdoor Unit Serial # Location r Outdoor Unit Make OF Outdoor Unit Model Cooling Capacity Btu/hr Date of Verification OF Date of Refrigerant Gauge Calibration (must be checked monthly) Date of Thermocouple Calibration (must be checked monthly) Standard Charge Measurement Procedure (outdoor air dry-bulb 55°F and above): ('.. procedures for Determining Refrigerant Charge using the Standard Method are available in RACM, Appendix RD2. Note.: The system should be installed and charged in accordance with the manufacturer's specifications before starting this procedure. Measured Temneratures Supply (evaporator leaving) air dry-bulb temperature (Tsupply, db). OF Return (evaporator entering) air dry-bulb temperature (Tretum, db) OF Return (evaporator entering) air wet -bulb temperature (Treturn, wb) OF Evaporator saturation temperature (Tevaporator, sat) OF Suction line temperature (Tsuction, db) OF Condenser (entering) air dry-bulb temperature (Tcondenser, db) °F Sunerheat Champ MP.thM Calridntinne fn. Def nt ...._ Actual Superheat = Tsuction, db — Tevaporator, sat OF Target Superheat (from Table RD -2) OF Actual Superheat — Target Superheat (System passes if between -5 and +5°F) OF Temperature Split Method Calculations for Adequate Airflow Split Methnd Cnlrf/tntinl) ie not naraoen ff A J. ,.. A: -n-_.. ___J:. Actual Temperature Split = T return, db Tsupply, db OF Target Temperature Split (from Table RD3) _ OF Actual Temperature Split Target Temperature Split (System passes if between - 3°F and +3°F or, upon remeasurement, if between -3°F and -100°F OF Residential Compliance Forms W April 2005 ,zlfi. 9. f ,IDED PER c'". Be HARD WIRED AND MUST IVE ;I1ND WIRIN6dCBC Z OUTLETS AT Bd.. SEG. 4904 (P). ..._ AMP. CIRCUITS TO 2E 9RAWCH CIRCUIT I CIRGWT(W SMALL 3 HORWITALLY ZE 9RAWM CIRCUIT SUCH CIRWT(W ZECEPTACLES AND NO INSTALL LEAR OF SPACES ON 6FJ. SEPARATE ;UIT5. 6.F.1. SEPARATE WITS. HEIGHT TO Be 31' -IOUNT S -4TC es EK BATHROOMS. AND .LLY AT 40' BE TIMES 2910 OR .L CONFIRM TO NSG E SECURELY FASTEN i KWJdATt0X ie SMALL VE KITCHEN, I. SUGM CIRCUITS G 210-52MU ER oft BATHTIA . WITH LAMPW 1411 11 Pf OR 6REATm A O AMP LOCATION° NEC. °LY W VOLT, PTA" CUTLETS MS SHALL BE IT INTERRLPTER (SJ O METAL SAS AND ! PERMITTED ONLY IF Eta MAIN OR AWNS MG 48450w) ZICAL PENETRATIONS LS, PARTITIONS, DPPED L&W E FIRE RESISTIVE . Be LOCATED AT HARD WIRE IN TiFK TIE TO EXISTING IF MARD WIRED. BATTERY OPERATED IN EXISTING THAT HAS NO DETECTORS n4 ej)/)v .k CONDENSING UNIT NOT TO SCALE NOTE: "SAKE ALARMS SHALL BE 120 -VOLT ON BATW BACKUP' (CBC 310.9.1.3) LIGHT FIXTURES IN TUB OR SHOWER ENGLO5URE5 SHALL BE LABELED "SUITABLE FOR E sa. F.- ELECTRICAL PLAN SME: 1/4'z l' -W rFr- WAl CAF FIXTU IDED PER CBJC. BE HARD WIRED ANDMUST RECEIVE ' )INS WIRING ('o OUTLETS AT 3.C: SEC. 4504 (F). ;R OPTIONAL t FROM ENTRY OR OPTIONAL AMP. CIRCUITS TO tE BRANCH CIRCUIT CIRCIIIT(5) SHALL WR ZONTALLY +tE'BRAWH'GIRCUIT •:' AX,H CIRCUIT(5) E;CCEPTACLE5 AND ND INSTALL SEAR OF SPACES ON G.F.I. SEPARATE WITS. G.F.I. SEPARATE WITS. HEIGHT TO BE 377' MOUNT SWITCHES :N, BATHROOM5,, AND LL.L.Y AT 40' BE TIMES 2370 OR 1 CONFIRM TO NEC E SECURELY FASTEN 2 1RRI&ATION 'ERE SMALL VE KITCHEN, 1. 5" CIRCUITS C 210--52(b)O) ER OR BATHTUB r WITH LAMP(s) WITI{, TT OR GREATER. AND DAMP LOCATION' NEC FLY 125 VOLT, PTACLE OUTLETS )M5 SHALL BE JIT INTERRUPTER (5) TO METAL GAS AND a(W)E PERMITTED ONLY I FEED MAIN OR ARRYIN6 2w-46D3D30) R POWER TELEPHONE, RIOR TO 'LOCATIONS TRICAL PENETRATI ELLS, PARTITIONS, STOPPED MISTS r E FIRE RESISTIVE L BE LOCATED AT r;r . HARD WIRE IN NEW, TIE TO EXI5TING IF HARD HIRED. BATTERY OPERATED IN EXISTING THAT HAS NO DETECTORS -T i 1 11- , — — - - . .. CONDENSING UNIT NOT TO SCALE NOTE: 'SMOKE ALARMS SHALL BE 120 -VOLT WITH BATTERY BACK-UP.- (CBC 310.9.1.3) LIGHT FIXTURE -5 IN TUB OR 5HOI,ER ENCLOSURES 5HALL I BE LABELED "51JITABLE FOR DAMP LOCATION5'. (TYP) AIC r AFCI i , I AFCA 211 120V OR 24OV, A5 NOTED, CONVENIENCE RECEPTACLE WITHI :AFC) CABINET OR BELOW W/6ARBAC7E PH I I C" F C I FAIN I ' LIGHT 1'Mt v pH T7 ADY'Ll - - ql 'A (11 q/ pcu%f t CAN L S Se IfaTe DI'► " e s. er 1. pvNQonr.)NevS . / • PH tECT RICAL PLAN n AIC OND SCALE: 1/4'= V-0' .do- WA CAF FIXTL PIPE n'7r FI.USI qv 'y t -v Y4 n4 1. ir4' M.7` .'Y+'^*' - yAy ,r..•!`-•----^ r-- . - . ,' ti p n„ " Y `« d '4 rrt ' ' _ -- •- I I Client: Project: Addrcoo: I BOB EDWARDS CON5TRUCTION, Inc. (760) 777-8202 5NITKOFF GUE5T HOUSE 57-188 Medina FGA Wcot, La Qu i nta 077243 CITY OF LA QUINTA BUILDING G & SAFETY DEPT. APPROVED, FOR. CONST CTION.- DATE-Z 7Cv 10 December 2007 TH 0 T T1 DEC 13 2007 * STRUCTURAL AND CIVIL ENGINEERING t`' .n ` '' -T,` 4 . DENISE R. POELTLER-, INC. -'661 Highway I 11 e Suite G s Palm Desert, California 92260 TEL. (760) 779-0405 e FAX (760) 779'1317 Nk www.theflyingbuttress.com k, 21 03 11%* I p "a 11 PROJECT BY QQ DATE I 5NITKOFF3 73661 HighwaySuite G REVISED rJ7—IS8 MPdInQh PAGE__L_ Patin Desert, CA 92260 (760) 779-0405 FAX (760) 779-1317 PGA West OF www.theftyingbuttress.coM LQ .Ouinto PROJECT: Bob Edwards Construction, Inc_ 51-455 Desert Club Drive La Quints, CA 12255 (7 60) -71-7-8202 STRUCTURAL, CALCULATIONS. y . DESIGN AND DETAILING OF: I. Structural design of beams, posts, and footings. 2. Lateral analysis. 5. Prepare construction details. 199 UBC 2001 GBG TILE ROOF LOADS . EAGLE ROOF TILE r = 10.0 PSF FELT = 0.5 PSF r 19/52" APA ROOF 5HEATHIN6 = 1.8 P517, FRAMING/TRU55E5 = 5.0 P5F INSULATION = 1.0 PSF 5/8" GYPBOARD 2.8 P5F oQ OFESSlpNAl M150./MECH. _ ' 0.9 PSF yQQ g ,R P f ll Eyc -------------------- DEAD LOAD = 20.0 PSF 2 No.33446 r^ LIVE LOAD (4:12 SLOPE) = I6, 14,12 P5F 12--lo-07 Exp. 06-30-03 MISC. LOADS 2X4 Stud Walls = 18 PSF 0 L SOILS INFORMATION NO SOILS REPORT PROVIDED; USE UBG TABLE 18-1-A I. FOR MINIMUM VALUES. OWNER/ CONTRACTOR ACCEPTS ALL LIABILITY FOR COMPACTION AND SUBSIDENCE OF UNDERLYING SOILS. 501L CLASSIFICATION = SILTY SAND MAX. 501L BEARING PRE55URE = 1500 P5F PA551 VE PRE55URE = 150 PSF/FT. COEFF. OF. FRICTION = 0.25 i -' "" ftycng, '"--__' e'k BYDATE i2G07` SNITKOFF• 73661 Highway 111, Suite G REVISED 57-188 MPdlnoh PAGE, 1,1 - ' PaIM Desert, CA 92260 i?( A Nest (760) 779-0405 FAX (760) 779-1317 OF www.theflyingbuttress.com La Quints PROJECT: Bob Edwards Constructibn, Inc. 51-455 Desert Club Drive La Quinta, CA cf2255. (7(b 777-8202 LATERAL LOADS 1997 UBC and 2001 GBG SEISMIC COEFFICIENTS SECTION 1626 UEC TABLE VALUE FACTOR 16-1 Z = 0.4 SEISMIC ZONE 4 16-1.1 5D SOIL PROFILE TYPE 16-K I = 1.0 STANDARD OCCUPANCY I6 -L NO VERTICAL IRREGULARITY 16-M NO PLAN IRREGULARITY 16-14 R= 5.5 PLYWOOD SHEAR PANELS 16-N R= 5.5 SIMPSON 5TRONGAALL 16-14 R= 4.5 STEEL FRAME-OMRF 16-N R= 4.4 HARDY PANEL I6 -N R= 2.2 CANTILEVER STEEL COLUMN 16-0 op= 1.0 HORIZONTAL FORGE FACTOR 16-0 Ga = 0.44 No 16-R Gv= 0.64 Nv 16-5 No = 1.0 DISTANCE > 10 KM I6 -T Nv = 1.2 D15TANCE > 10 KM 16-U A SEISMIC SOURCE TYPE WIND LOAD COEFFICIENTS SECTION d&20 UBG TABLE VALUE FACTOR 16-F as = 12.6 P5F ('70 MPH) 'BASIC WIND SPEED 16-6 Ge = I.O6 (HT. 0-I5 FT.) EXPOSURE G Ge = 1.15 (HT. 15-20 FT.) EXPOSURE G Ge = 1.19 -(HT. 20-25 FT.) EXPOSURE G I6 -H Cq,= 1.5 HORIZONTAL / ANY DIRECTION I6 -K 1 = 1.0 IMPORTANCE FACTOR p = Ge x Cq• x as x 1 17.4 P5F (Ea: 20-1) P = 1.06 x 1.5 x 12.6 P5F x 1.0 = 1'1.4 P5F .(HT. = O -15 FT.) p = 1.15 x 1.5 x 12.6 PSF x 1.0 18.5 P5F (HT. = 15-20 FT.) P = 1.19 x 1.5 x 12.6 P5F x 1.0 = 19.5 P5F (HT. = 20 -25 FT.) 1: J BY DRP DATE lY07 SNITKOFF # 73661 Highway 111, Suite G USED 57-188 Medinah PAGE. 3 Palm Desert, CA 92260 PGA West (760) 779-0405 FAX (760) 779-1317 OF _ www.thefLyingbuttress.com Lo Quinto PROJECT: Bob Edwards Construction, Inc. 51-455 Desert Club Drive La auinto, CA 012253 (760) 777-8202 DESIGN FOR TOTAL LATERAL FORGE SEG. 1632.2 Fp= 4.0 Co Ip VVp (EQ. 32-I) (1.4) Fp 0Rp (1.11 ( 1 + 3hr) Wp (Ea. 32-2) Fp O. CO 112 yyp (EQ. 32-3) (1.4) SIMPLIFIED STATIC. DESIGN SEC. 1630.2.3 V= 3.0 Co yl (EQ. 30 -II) Co = 0.44 x Na R (1.4) V= 3.0 (0.44 x 1.0) Wdl = 0.1-71 Wdl (PLYWOOD SHEAR PANELS) 5.5 (1.4) (SIMPSON STRONGWALL) BASIC LOAD COMBINATION FOR ALLOWABLE STRESS DESIGN PER SEG. 1612.3.2 ALTERNATE LOAD COMBINATIONS ` E= pEh + Ev = I.OEh (EQ. 30-I) WHERE P= 1.0 and Ev= O D + L + E =V (EQ. 12-13) 1/3 STRESS INCREASE 1.4 1.4 ALLOWED 1 th& fly ,yLf but t rew BY QW DATES 5N I TKOFF # 0, 743 73661 Highwayweer, Suite G PnREVISED 57-188 Medinoh PAGE_ h Desert, CAA 9zz6o PGA West (760) 779-0405 FAX (760) 779-1317 OF www.theflyingbuttress.com Lo Quinto PROJECT: Bob Edwards Construction, Inc. 51-455 Desert Club Drive Lo Quints, CA Q2255 (760) -7'1-7-5202 BA515 OF DESIGN CODE UNIFORM BUILDING CODE (UBC), Iqq-7 EDITION, FIRST PRINTING CALIFORNIA BUILDING CODE (GBG), 2001 EDITION INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS STEEL MANUAL OF STEEL CONSTRUCTION, ALLOWABLE 5TRE55 DESIGN (AI5C) NINTH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (AGI), AGI 515-q5 AMERICAN CONCRETE INSTITUTE 00D NATIONAL DESIGN OF SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS) AN51/NFoPA, ND5-Igg7 EDITION, NATIONAL FOREST PRODUCTS ASSOCIATION IT 15 THE FULL INTENTION OF THE ENGINEER THAT THESE CALCULATIONS CONFORM TO THE CALIFORNIA BUILDING CODE, 2001 EDITION. THESE CALCULATIONS SHALL GOVERN THE STRUCTURAL PORTION OF THE WORKING DRAWINGS. WHERE ANY DISCREPANCIES OCCUR BETWEEN THESE CALCULATIONS AND THE WORKING, DRAWINGS, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY SO PROPER ACTION MAY BE TAKEN. THE STRUCTURAL CALCULATIONS INCLUDED ARE FOR THE ANALYSIS AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. THE ATTACHMENT OF VENEER AND NON-STRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLE55 SPECIFICALLY SHOWN OTHERWISE. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION TO ENSURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STRUCTURAL 055ERVATION OR FIELD INVESTIGATION 5ERVICES ARE RETAINED UNDER A SEPARATE CONTRACT. f " Q-3 1_, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 { dd BY DRP ,DATE y ._.__ ._ jos gra t6 o f F # o 7 - 243 73.661 Highway 1 1 1 • Suite G Palm Desert; California 92260 CKD DATE PG- :7_ (760) 779-0405 0 FAX (760) 779-1317 www.theflyingl uttress.com OF. PREPARED FOR: I.A'l fib_ rL DAN- D1.'1' i S 0 17'x 23` C uT Nc ub . l S e6 P) X 0,1-71-= l I "1 P l..F z Sp') 7- l 3 I .Rl F CIO N t ►z o L, 1z., PUP Lr - PF GaNT a L . (7' 401 P cX- -7 7' t71 LJ 57.&. I - l .I t.k- 2.5 , rv) D o Yat° tai la`f 1.1 • ar aW = lob" x 1.33 x 1.5 = 115' ft&- N,cvtte c 2 x 0. F = 14 1 5 ► C>4 IIII'III'I"'II II I I I BBB 1111111111111111111111111 1 6 1111111111111111111111111 10 1111111111111111111111111 IIIIIIIIillllllllllllllll 1 l IIIIIIIIIIIIIIIIIIIIIIIII 1 1 1 1 1 1 1 73.661 Highway 111 • Suite G Palm Desert, California 92260 (760) 779-0405 0 FAX (760) 779-1317 BY fD ZP DATE / O / JOB CKD DATE SHEAR PANEL h WALL PIER HEIGHT OR CLEAR HEIGHT TO TOP PLATES d WIDTH OF WALL PIER h/d RATIO 21 1 MAX RECOM?v ATION -7 2q EYP TYPE I 9 . Type, I 4 S, GRit , G y # PG OF __ 1 0 1 n n Denise PROJECT: t", WTKmfft u x �i PAGE EM 1 Ip� 07 oeltler, PE ! CLIENT: JOB NO.: 'g4G� �`'", A �,s �{ s DATE .' °K DESIGN BY REVIEW BY: n' x �'�J�, ��,N" 0. S P' *4" VA4 #5 vdla (plf) INPUT DATA • L Overturning Moments (ft -lbs) LATERAL FORCE ON DIAPHRAGM: vdla, WIND= 295 plf,for wind olddown SIMPSON Vdia, SEISMIC — ��n;?2.95..'� plf,for seismic w 295 GRAVITY LOADS ON THE ROOF: wDL _ `162 t plf,for dead load 8159 H' wLL = 4 4477 0 plf,for live load .r , �9---- _ v� ------------ - - hp 295 DIMENSIONS: L„_ lj AU , ft , h = �Yy qt Err., h / Lw>2 7965 Left 1053 2/3 T� = 2421 pti Qzl Right 1053 2/3 TR = 2421 L.5 =3:;ft, ha=0"eft .. PANEL GRADE (0 or 1) - x'•"'0''.y4<= Structural I Q' h MINIMUM NOMINAL PANEL THICKNESS - 5132 i in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) R i 2 �' 10d � SPECIFIC GRAVITY OF FRAMING MEMBERSa #0 5* EDGE STUD SECTION 1 pcs, b = 4 r.:, in , h = x?F4 in T, Ta DESIGN SUMMARY Lw BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C. HOLD-DOWN FORCES: TL = 2.42 k , TR = 2.42 k (USE PHD2-SDS3 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 1 - 4" x 4" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.82 in ANALYSIS . ORIPT ' O . "-s,K = 0.0ZS(9 t )k 12") z OZ.'� `t > 0, a u THE MAX SHEAR WALL DIMENSION RATIO L / B = 3.0 > 2 diQy For.- [Unsatisfactory) D�Li THE UNIT SHEAR FORCE vb = 295 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing 6 in) THE SHEAR CAPACITIES PER UBCTable 23 -II -1-1 Min. Min. Blocked Nail Spacing Panel Grade Common PenetratioThickness Boundary & All Edges Nail in (in) 6D 4 1 3 1 2 Structural 10d 15/8 1 15/32 340 Y 510 1 665 1 870 Note: The indicated shear numbers have reduced by specific Ity factor per note 1 of the table DRAG STRUT FORCE: F = (LA.) MAX( vdla, WIND- QOVdia. SEISMIC) = 0.00 k MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001, Page 85 S = 36 in THE HOLD-DOWN FORCER- ( (Sec. 1633.2.6) MAXIMUM SHEAR WALL DEFLECTION: ( Section 4.3, ASD MANUAL SUUP, Page SW -17) —OBerdmg+Oshear+ONai! slip+OCln,d spike slip = EA 3 + Gt +0.75he„+hd0= 0.819 In LW LW Where: vb = 295 plf L„, = 3 ft E = 1.7E+06 psi A= 16.50 - in` h = 9 ft G = 9.0E+04 psi t = 0.298 in ea = 0.037 in da = 0.15 in EDGE STUD CAPACITY Fc = 1500 psi Cc = 1.6 Cp = 0.17 A = 12.25 int E = 1700 ksi CF = 1.15 F�= 463 psi > f. = 125... ; psi [Satisfactory] Techincal References: 1. "National Design Specification, NDS", 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structuiral Engineering Reference Manual", Professional Publications, Inc, 2001. vdla (plf) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs) Resisting Safty Net Uplift Moments (ft -lbs) Factors (III S) olddown SIMPSON SEISMIC 295 43 8159 Left 1053 0.9 TL = 2404 50 . Right 1053 0.9 TR = 2404 WIND 295 7965 Left 1053 2/3 T� = 2421 pti Qzl Right 1053 2/3 TR = 2421 MAXIMUM SHEAR WALL DEFLECTION: ( Section 4.3, ASD MANUAL SUUP, Page SW -17) —OBerdmg+Oshear+ONai! slip+OCln,d spike slip = EA 3 + Gt +0.75he„+hd0= 0.819 In LW LW Where: vb = 295 plf L„, = 3 ft E = 1.7E+06 psi A= 16.50 - in` h = 9 ft G = 9.0E+04 psi t = 0.298 in ea = 0.037 in da = 0.15 in EDGE STUD CAPACITY Fc = 1500 psi Cc = 1.6 Cp = 0.17 A = 12.25 int E = 1700 ksi CF = 1.15 F�= 463 psi > f. = 125... ; psi [Satisfactory] Techincal References: 1. "National Design Specification, NDS", 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structuiral Engineering Reference Manual", Professional Publications, Inc, 2001. .` ' 'W , row 73.661 Highway 111 • Suite G Palm Desert, California 92260 760) 779-0405 0 FAX (760) 779-1317 BY 0 DATE I CKD DATE JOB PG. - OF _ OVERTURNING AT SHEAR PANELS O FORCE H PL. HT. M resisting S.P7 L FHD= (FxH)-Mresist T HPAHD 22 HOLDDOWN 1310 ° -7 P492—SOS 3 -- 3 4, 17 re °i ,, 3 2 co 5q Patio 2- -50S3 I SHEAR PANEL WALL SHEATHING V allow NAI L I N(S A35 CLIP CONTINUOUS NG FOOBOLTS FIELD (B) SPACING ANCHOR Q 15/32" APA -RATED STRUGT. I (A) IOd AT 6", O.G. 5/5" dia. AT 24" O.G. PLYWOODEXPOSURE I OR 340 PLF (B) IOd AT Ib" O.G. 2X4 P.T. SILL PLATE EXTERIOR GRD. P.I. 32/16 12" O.G. 2X2X3/Ib" STL. WASHER u NOTE: COMMON NAILS ARE REQUIRED FOR SHEAR PANELS AND DIAPHRAGM NAILING ' SHEAR PANELS: IOd COMMONS (0.148" X 2-1/2" MIN.) ROOF DIAPHRAGM NAILING: IOd GOMMONS'(0.145" X 2-1/2" MIN) 1 ..' r --------------=---------------------------- I I IL a I I, IH I EIF I - F I IQ !'.F 14.. I. . I .I I I I I' I I I - I 6 . I I u I I I I .. I Lis: I I I 5 .. .. L----------------------- I ------------7--7 --- - -J $SAM l N Ptx 1 1 0,.00 IN 0.00 IN = U14081 Roof Beam[ 97 Uniform Buildinq Code (91 NDS)1 Ver: 6.00.81 IN = U6116 By: Denise R. Poeltler, , The Flying Buttress on: 12-07-2007: 10:25:17 AM LB 326 Project: SNITKOF.F '—Location: B - 1 576 ' 0.26 w Summary: 2.5 FT 0.0 3.5 IN.x 5.5.IN x 2.5 FT / #1 - Douglas Fir -Larch - Dry Use-. 4 :12 Section Adequate By: 197.8% Controlling Factor: Areal Depth Required 2.52 In 240 Deflections: PSF 20.0 ' Dead Load: DLD= 0.0 PSF .:Live -Load: LLD= 0.0 Total toad: ; ' TLD= Reactions (Each End): PLF 5 1 Live Load:. LL-Rxn= Dead Load:.. DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam- Data: t Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load :Deflect. Criteria: U ' Total Load ;Deflect. Criteria: U Roof,Loadinq: , Roof L•ive.Load-Side One: LL1= Roof Dead Load -Side One: - DL1= Tributary Width -Side One: TW1= Roof',Live Load -Side Two: LL2= Roof'Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= ' Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladj= Beam' -Uniform Live Load: wL= t Beam Uniform Dead Load:. wD_adi= Total Uniform Load: WT= Properties For: #1- Douqlas Fir -Larch Bendinq Stress: Fb= Shear Stress: i Fv= -Modulus of Elasticity: E= 17 Stress7Perpendicularto Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= ' Adjustment Factors: Cd=0.90 Cf=1.30 Fv': Fv'= Adjustment Factors: Cd=0.90 Design Requirements: ' Controlling Moment: M= 1.25 ftfrom left support Critical'moment created by combining all dead and live loads. Conteollinq Shear: V= a distanced from support. 'At Critical shear. created by combining all dead and live loads. Comparisons With Required'Sections: Section. Modulus (Moment): Sreq= Area (Shear): S Ar S= Moment of Inertia (Deflection): = Ir AA= 1= 1 1 0,.00 IN 0.00 IN = U14081 0.00 IN = U6116 250 LB 326 LB 576 LB 0.26 IN 2.5 FT 0.0 FT 4 :12 360 240 20.0 PSF 20.0 PSF 10.0 FT 0.0 PSF 0.0 PSF 0.0 FT 0.90 45 PLF 5 PLF 2.5 FT 200 PLF 260 PLF 460 PLF 1000 PSI 95 PSI 00000 PSI 625 PSI 1170 PSI 86 PSI 360 FT -LB 368 LB 3:69 IN3 17.65 IN3 6.46 IN2 19.25• I N2 1.90 I N4 48.53 -IN4 0.01 0.00 0.01 300 391 691 0.32 3.0 0.0 4 360 240 20.0 20.0 10.0 0.0 0.0 0.0 0.90 45 5 3.0 200 260 460 1000 95 700000 625 1170 IN IN.= U8149 IN = L/3539 LB LB LB IN FT FT :12 PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI 518 FT -LB 484 LB 5.31 IN3 17.65 IN3 8.48 IN2 19.25 IN2 3.29 .IN4 48.53 IN4 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 6.00.81 By: Denise R. Poeltler ; The Flying Buttress on: 12-07-2007: 10:25:17 AM - P roiect:-SNITKOFF -.Location: B - 2 ' ' i 0.01 0.00 0.01 300 391 691 0.32 3.0 0.0 4 360 240 20.0 20.0 10.0 0.0 0.0 0.0 0.90 45 5 3.0 200 260 460 1000 95 700000 625 1170 IN IN.= U8149 IN = L/3539 LB LB LB IN FT FT :12 PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI 518 FT -LB 484 LB 5.31 IN3 17.65 IN3 8.48 IN2 19.25 IN2 3.29 .IN4 48.53 IN4 Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 6.00.81 By: Denise R. Poeltler ; The Flying Buttress on: 12-07-2007: 10:25:17 AM - P roiect:-SNITKOFF -.Location: B - 2 ' ' Summary '3 5 IN x 5.5 IN x 3.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 126.9% Controlling Factor: Area /-Depth Required 3.02 In Deflections: Dead Load: DLD= Live Load: LLD= Total:'Load: TLD= Reactions:(Each, End): ' ,Live .Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing.Length Required (Beam only, support capacity not checked): BL= Beam:Data: ' Span: L= ,Maximum. Unbraced Span: Lu= Pitch OfRoof: ' RP= ' Live Load Deflect. Criteria: Total'Load Deflect. Criteria: U U Roof :Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary -Width -Side One: TW1= ' ..Roof ?Live:Load-Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TVV2= ' Roof Duration Factor: W6II Load: Cd= WALL= Beam.Self Weight: BSW= - Slope/Pitch.Adiusted Lengths and Loads: , Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= ' Beam,Uniform Dead Load: wD adj= Total Uniform Load: _ wT= Properties.For: #1= Douglas Fir -Larch ' Bending Stress: Shear Stress: Fb= Fv= Modulus.of Elasticity: E= 1 Stress Perpendicular to Grain: Fc_perp= Adjusted:'Properties Fb'. (Tension): Fb'= Adjustment Factors: Cd=0.90 Cf--1.30 Fv': Fv'= Adjustment Factors: Cd=0.90 DesignRequirements: ' Controlling Moment: M= 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling. Shear: V= At a distance d from support. ' Critical shear created by combining all dead and.live loads. Comparisons With -Required Sections: 'Section Modulus.(Moment): Sreq= Area (Shear): S= Areq= Moment of Inertia (Deflection): A= Ireq= I= 0.01 0.00 0.01 300 391 691 0.32 3.0 0.0 4 360 240 20.0 20.0 10.0 0.0 0.0 0.0 0.90 45 5 3.0 200 260 460 1000 95 700000 625 1170 IN IN.= U8149 IN = L/3539 LB LB LB IN FT FT :12 PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI 518 FT -LB 484 LB 5.31 IN3 17.65 IN3 8.48 IN2 19.25 IN2 3.29 .IN4 48.53 IN4 Moment of.lnertia (Deflection): 1 :N A= 19:25 IN2 Ireq= 1.50 IN4 1= 48.53 IN4 Roof Beam[ 97 Uniform Building Code (91 NDS)1 Ver: 6.00.81 S Bv: Denise R. Poeltler, , The Flying Buttress on: 12-07-2007: 10:25:17 AM Prolect:SNITKOFF-.Location:.B - 3- ' S ummary Summary 3.5 IN 15.5 IN x 3.5 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By: 542.7%. Controlling Factor: Area./,Depth. Required 1.88 In •Deflections . ' -Dead,Load: DLD= 0.00 _ IN :Live=Load: LLD= 0.00 IN = U25658 Total'Load: TLD= 0.01 IN = U7785 .(Each End): tReactions Live Load: LL-Rxn= 70 LB Dead Load: DL-Rxn= 161 LB Total Load: TL-Rxn= 231 LB Bearing,Length Required (Beam only, support capacity not checked): BL= 0.11 IN BeamData: ' Span: L= 3.5 FT .Maximum ;Unbraced Span: - Lu= 0.0 FT Pitch Of Roof: RP= 4 :12 Live Load;Deflect. Criteria: U 360 . ' Total Load Deflect. Criteria: U 240 Roof Loadinq: Roof Live Load-Side One: LL1= 20.0 PSF Roof. Dead Load-Side One: D.L1= 20.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Liveload-Side Two: -...Roof LL2= 0.0 PSF Dead Load-Side Two: DL2= 0.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 ' Wall Load: WALL= 45 PLF Beam.Self Weiqht: BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted°Beam.Length: Ladj= 3.5 FT Beam Uniform Live Load: wL= 40 PLF ' Beam Uniform Dead Load.- wD_adi= 92 PLF `Total Uniform Load: WT= 132 PLF Properties'For:41- Douglas.Fir-Larch Bending Stress: Fb= 1000 PSI . Shear Stress: Fv= 95 PSI Modulus.of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties, Fti'.(Tension): Fb'= 1170 PSI Adjustment Factors: Cd=0.90 Cf--1.30 Fv': Fv'= 86 PSI Adjustment Factors: Cd=0.90 Design Requirements: ControllingMoment: M= +202 FT-LB. 1.75' ft;from deft support Critical moment created by combining all dead and live loads. Controllinq _Shear: V= 171 LB At a•distance d from support. ' Critical shear created.bv combining all dead and live loads. ,Comparisons With Required Sections: Section:Moiiulus.(Moment): Sreq= 2.07 IN3 ' Area (Shear): S= Areq= 17.65 300 IN3 IN2 Moment of.lnertia (Deflection): 1 :N A= 19:25 IN2 Ireq= 1.50 IN4 1= 48.53 IN4 Roof Beam[ 97 Uniform Buildinq Code (91 NDS)1 Ver: 6.00.81 Bv: Denise R. Poeltler,, The Flying'Buttress on: 12-07-2007: 10:25:18 AM Proiect` SNITKOFF - Location: B - 4 "Summary: . `3.5 IN.x 5:5.IN x 3.5 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 542.7% Controlling Factor: Area] Depth Required 1.88 In :Deflections: t Dead Load: ` DLD= 0.00 IN Live.Load:. LLD= 0.00 IN = U25658 Total'Load: TLD= 0.01 IN = L/7785 .':Reactions (Eich;End): ' Live Load:. i LL-Rxn= 70 LB Dead :Load: DL-Rxn= 161 LB Total:Load: TL-Rxn= 231 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.11 IN Beam Data: Span: L= •3.5 FT Maximum.Unbraced Span: Lu= 0.0- FT Pitch Of Roof: RP= 4 . :12 Live. Load Deflect. Criteria: L/ 360 Total Load:;D.eflect..Criteria:L/ "240 Roof:Loadinq Roof Live Load -Side One: LL1= 20.0 PSF Roof Dead Load -Side One: DL1= 20.0 PSF Tributarv:Width=Side One: TW1= 2.0 FT ' :Roof Live Load -Side Two: LL2= 0.0 PSF Roof Dead:Load-Side Two: DL2= 0.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor. Wall Load: Cd= WALL= 0.90 45 PLF :.Beam.Self Weight: BSW= 5 Slope/Pitch Ad'lusted Lenqths and Loads: ...PLF Adjusted Beam Lenqth: Ladl= 3.5 FT Beam Uniform:Live Load: wL= 40 'PLF ' Beam Uniform Dead Load: wDadi= 92 PLF Total Uniform Load: -WT= 132 PLF Properties For: #1- Douqlas Fir -Larch Bendinq .Stress: Fb= 1000 PSI Shear,Stress: Fv= 95 PSI :Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625. PSI Adjusfed`Propeities . Fb' (Tension): Fb'= 1170 PSI Adjustment Factors: Cd=0.90 Cf=1.30 Fv': Fv'= 86 PSI Adiustment Factors: Cd=0.90 Design Requirements: ' Controllinq.Moment: M= 202 FT -LB 1.75 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 171 LB Ata distance d from support. ' Critical shear created by combining all dead and live loads. Comparisons With. Required Sections: Section Modulus (Moment): Sreq= 2.07 IN3 Area (Shear): S= Areq= 17.65 3.00 IN3 IN2 Moment of Inertia (Deflection): A= Ireq= 19.25 1.50 IN2 1N4 1= 48.53 IN.4 ;MANUFACTURING YARD: rrcviMo I: t 1« w—W-- .-• I 55755 -TYLER STREET ' D THERMAL,, CA. 92274 _ FEB 0 8 2008 - 'FAX: 760-399-9786':'- ,. i NATIONAL INSPECTION -ASSOCIATIION INC. Quality Systems Management; Inc. National Tesiing, Inc. Accredited Quality Assurance / Control Agency XAS A4-583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit ReportNumber: A 1867 Audit Date/Arrive/Depart: ! 5 ' ///,'bd P Origination Date: 07-206 Revision No. A.F #1 Fabricator's Name:f C' _SS 5 Location: Does the Fabricator have a current Agreement with the Agency for Audit? ..................: .............. Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ................................. Has the QSM been reviewed within a twelve month period? .......................................... Are materials used in Production per National Standards & Engineers Specifications' .............. Is an acceptable In -House Quality Control System according to National Standards in; place?.. Are In -House Quality Control Inspections being conducted per National Standards?....:........:... Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Is there a System in place to deal with Non -Conforming Materials? ................................ I............ Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit? .................... Product Check Yes / No Yes _, No Yes ri No Yes _;_i No Yes , No - Yes No Yes ✓ No Yes ✓ No Yes No . Yes No CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" Plate Placement ANSI /TPI 2002 Plate Size lCb'ES Plate to Wood Tolerance is within 1132" Label Legibility - Labels on Site - Stamps.2Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process f Per AC -98 Any Test Performed or Witnessed t/ Pee P.0-98 i Is There Product Tractability - Pei AC -98 Any "CAR" Reports From Last Audit Pe' AC -98 Any Shut Downs or Disruptions In Production Per AC -98 Any Samples Taken Per AC -98 Any Test /Measuring Equipment That :Requires Calibration yi Per AC -98 Does the Final Product meet UBC / IBC and National Standards? )4 a Required Signatures Fabricator Q.C. Supervisor Auditor for National I R 0. Box 3426 Gillette, Wyomi,zg 82 71 7-3 42 6 E -/Hail: NIAgillette@vcn.com Cellular Phone: (307) 689-5977 Page One of Tlvo Association (307)-685-6331 Office (307) 685-6331 Tax /l UeHCb9L lIVWd3H1e)S)IdomssnN_I. i:nT gnn7-adv-i; t A03 D G 495 N ' O ' O Am DPMG7.81 Roo.fline 3D Lay >Sti=TKO.FF ADDSTION Q a D L A R R Y C O 2 A TMIUSWAL . p7 S y S t e m S T Via• Zoo°' v yo13 oQ STATE OF o1b .10 ' SALES REP: HOUSE WO#: PD03970 .DUE DATE: 01/08/2008 SCALE: 3/16" e 1' DSGNR/CHKR: R R / R R Date: 1/8/2008 16:17 TCLive 20.00 psf DurFac-Lbr- 1.25 TC Dead' 14.00 psf DurFac-Plt 1.25 , BC Live 0.00 psf D.C. Spacing: 2 BC Dead 7.00 psf. Design Spec: CBC -07 Total 91.00 #Tr/#Cfg:.12 3 / psf /Job Name: SNITKOFF ADDITION Truss ID: A01 Qtv: 1 Drwa: BRG X -LOC REACT SIZE REQ ,D TC 2x4 SPF 1650F-1.SE 1 0- 4-14 526 9.75" 1.50• BC 2x4 SPF 1650F-1.SE 2 2- 8-13 263 3.50• 1.50• WEB 2x4 HF STUD _-3 4- 7-14 204 3.50" 1.50• GBL ELK 2x4 HF STUD 4 6- 6-15_ 219 3.50• 1.50" THIS DESIGN IS THE COMPOSITE RESULT OF 5 8- 6- 0 315 3,50• 1.50• MULTIPLE LOAD CASES. 6 10- 5- 1 219 3.50• 1.50• Loaded for 10 PSP non -concurrent BOLL. 7 12- 4- 2 204 3.50• 1.50• Loaded for 200 lb non -concurrent moving 8 14- 3- 3 263 3.50• 1.50• BCLL. 9, 16- 7- 2 526 9.75• 1.50• Mark all interior bearing locations. ERG REQUIREMENTS shown are based ONLYGable verticals are 2x 4 web material spaced' on the truss material at each bearing at 16.0 " D.C. unless noted otherwise. Top chord supports 24.0 a of uniform load TC FORCE AxL END CSI at 20 psf live load and 14 psf dead load. 1-2 -590 0.00 0.42 0.42 Additional design considerations may be 2-3 -590 0.00 0.42 0.42 required if sheathing is attached. [+) indicates the requirement for lateral BC .FORCE A%L BND CSI bracing (designed by others) perpendicular 4-5 0 0.00 0.19 0.19 to the plane of the member at 56"intervals. 5-6 0 0.00 0.19 0.19 Bracing is a result of wind load applied to member.(Combination axial plus bending). WEB FORCE CSI WEB FORCE CSI This truss requires adequate sheathing, as 2-5 -201 0.05 designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + Designed for 0.8 K lbs drag load applied evenly along the top chord to the bottom chord continuously, concurrently with dead loads and 0 % live load. Duration=1.60. Continuous bearing reaction = 46 Plf. Connection (by others) must transfer equal load to each ply (or add -on) -shown. 8-6 0 ----- 8-" 88-6-0 17-0-0 8-6-0 I 1 1 2 3 400 -4.00 l R4X4 2- 4 4 3X 2X4 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -274 lb 2 -106 lb' 3 -13 lb -7 lb ' 5 -102 lb 7 -13 lb -7 lb 8 -106 lb 9 -274 lb HORIZONTAL REACTION(S) support 1 1001 lb support 2 -521 lb support- 5 390 lb support 8 521 lb support 9 -1001 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Partial, Importance Factor Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width 20.00 Mean roof height - 16.58 ft, mph - 85 ASCE7 II Standard Occupancy, Dead Load = 1. Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 34 sqft T 3-7-11 SHIP =0-3-1 = 1.00 ft MAX DEFLECTION (span) : L/999MEM 4-0 (LIVE) LC 1 L= -0.01" D= 0.00" T- -0.01" 7==Joint Locations =--- O_0_ 0- 0 4 0- 0- 0 2 8- 6- 0 5 8- 6- 0 3 17- 0- 0 6 17- 0- 0 LL! cc 119 1 17-0-0 1 4 5 6 8-6-0 8 6 0 , dY10 O 8-6-0 17-" ATE TYPICAL PLATE: 1.5X3 1/8/2008 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER CONTINUOUS SUPPORT by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03970 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• R R and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: R R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St: Charles pl: ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install ec Live 0.00 psf o.cspacing 2- o- o Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Join and Cutting Detail Reports' available as output from Truswal software, Phone (760) 341-2232 'ANSVTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibllltles,'BUII.DING COMPONENT SAFETY INFORMATION- SUMMARY SHEETS' by WTCA BC. Dead .7.00 psfDesign Spec CBC -07 Fax # (760) 341-2293 (SCSI) and'BCSI and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 29036. TOTAL 41.00 psf Seqn T6.5.7 - 1020 " lJob Name: SNITKOFF ADDITION Truss ID: A02 Qty: 10 BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Designed per ANSI/TPI 1-2002 R:820 1 0- 1-12 820 3.50• 1.50• BC 2x4 SPF 1650F -1.5E This design does not account for long term 2 16-10- 4 820 3.50• 1.50• WEB 2x4 HF STUD time dependent loading (creep). Building BRG REQUIREMENTS shown are based ONLYRefer to Joint QC Detail Sheet for Designer must account for this. A Company You Can Truss/ on the truss material at each bearing Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF noted. Bracing shown is for lateral support of components members only to reduce buckling length.This component shall not be placed In any TC Dead 14.00 psf IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. environment that will cause the moisture content of the wood to exceed 19%andfor cause connector plate corrosion. Fabricate, handle, Install TC FORCE AEL END csI testing and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. 1-2 -1328 0.03 0.55 0.58 and ANSI/TPI and are reported in available Loaded for 200 lb non -concurrent moving 2-3 -1328 0.03 0.55 0.58 documents as ER -1607 and ESR -1118. BCLL. BC FORCE AXL END CSI 4-5 1190 0.11 0.54 0.65 5-6 1190 0.11 0.54 0.65 WEB FORCE CSI WEB FORCE CSI 2-5 353 0.12 8-6 0 -i 8-6-0 8-6-0 17-" 1 8-6-0 1 8-6-0 1 1 2 3 400 - R4X4 2- - 1.5X3 -4.00 B1 B2 W:308 W:308 R:820 R:820 U:-330 U:-330 1.11 -0 1 - 11 - _o 17-0-0 4 5 6 8-6-0 1 8-0-0 8-6-0 17-0-0 urwg: UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -330 lb 2 -330 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor - 1.00 Truss Location End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.58 ft, mph 85 ASCE7 II Standard Occupancy, Dead Load - 12.6 ps Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area - 34 sqft MAX DEFLECTION (span) : L/758 MEM 4-5 (LIVE) LC 26 L= -0.26" D= -0.13" T= -0.39" = Joint Locations -- 1 0- 0- 0 4 0- 0- 2 2 8- 6- 0 5 8- 6- 0 3 17- 0- 0 6 17- 0- 0 T 3-7-11 SHIP =0-3-1 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga.'from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: PD03970 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' R R and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R S S WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: R R U R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss/ Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length.This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19%andfor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Desert, Palm Desert CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANSUTPI Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'- SUMMARY SHEETS' by WTCA BC Dead 7.00 psf Design Spec CBC -07 Fax # (760) 341-2293 (BCSQ and'BCSI and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf Seqn T6.5.7 - 1021 Job Name: SNITKOFF ADDITION Truss ID: A03 ON: 1 Drwa: BRG X -LOC REACT SIZE REW D TC 2x4 SPP 1650F-1.SE 1 0- 4-14 526 9.75 . 1.50• BC 2x4 SPF 1650F -1.5E 2 2- 8-13 . 263 3.50• 1.50• WEB 2x4 HF STUD 3 4- 7-14 204 3.50^ 1.50• GBL BLK 2x4 HF STUD 4- 6- 6-15 219 3.50" 1.50• THIS DESIGN IS THE COMPOSITE RESULT OF 5 8- 6- 0 315 3.50' 1.50• MULTIPLE LOAD CASES. 6 10-:5- 1 219 3.50' 1.50' Loaded for 10 PSF non -concurrent BCLL. 7 12- 4- 2 204 3.50 1.50• Loaded for 200 lb non -concurrent moving 8 "14- 3- 3 263 3.50' 1.50• BCLL. 9 16- 7- 2 526 9.75' 1.50- Mark all interior bearing locations. BRG REQDIREMNTS shown are based ONLYGable verticals are 2x 4 web material spaced on the truss material at each bearing at 16.0 n o.c. unless noted otherwise. Top chord supports 24.0 a of uniform load TC FORCE A2L BND CSI at 20 psf live load and 14 psf dead load. 1-2 -590 0.00 0.42 0.42 Additional design considerations may be 2-3 -590 0.00 0.42 0.42 required if sheathing is attached. [+] indicates the requirement for lateral BC FORCE AXL BND CSI bracing (designed by others) perpendicular 4-5 0 0.00 0.19 0.19 to the plane•of the member at 56 -intervals. 5-6 0 0.00 0.19 0.19 Bracing is a result of wind load applied to member.(Combination axial plus bending). .WEB FORCE CSI WEB FORCE CSI This truss requires adequate sheathing, as 2-5 -201 0.05 designed by others,. applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents as ER -1607 and ESR -1118. Install interior support(s) before erection. Designed for 0.5 K lbs drag load applied evenly along the top chord to the bottom chord continuously, concurrently with dead loads and 0 % live load. Duration=1.60. Continuous bearing reaction = 29 Plf. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 88-6-0 8-6-0 8-6-0 17-" 8-0-0 I 8-6-0 1 2 3 4.00 -400 R4X4 2- -4 4 3X 2X4 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -274 lb 2 -106 lb 3 -13 lb -7 lb 5 -102 lb 7 -13 lb -7 lb 8 -106 lb 9 -274 lb HORIZONTAL REACTIONS) support 1 1001 lb support 2 -521 lb support 5 247 lb . support 8 521 lb support 9 -1001 lb This truss is designed using the ' CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1:00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.58 ft, mph - 85 ASCE7 II Standard Occupancy, Dead Load = 12.6 ps Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 34 sgft T 3-7-11 SHIP TO -3-1 MAX DEFLECTION (span) : L/999MEM 4-0 (LIVE) LC '1 L= -0.01" D= 0.00" T= -0.01- ===== Joint Locations =-=== 1 0- 0- 0 4 0- 0- 0 2 8- 6- 0 5 8- 6- 0 3 17- 0- 0 6 17- 0- 0 1 111 -0 17-" 4 5 6 W cc . 8-s-0 c 2 oG 11009 8-6-0 17-0-0 TYPICAL PLATE: 1.5X3 S1Q O V ' L v / 8/2008 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded OVER CONTINUOUS S by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of into the Erecting Contractor. Eng. Job: EJ. WO: PD03970 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' R R and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: R R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Jolnt and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Phone (760) 341-2232 V, INTCA 1' - Wood Truss Council of America Standard Design Responsiblildes,'BUILDING COMPONENT SAFETY INFORMATION'- SUMMARY BC Dead 7.00 psf Design Spec CBC -07 Fax # (760) 341-2293 (SCSI) and'BCSI SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI( is located at 218 N. Lee Street Suite 312, Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 41.00 psf _ Segn T6.5.7 - 1022 NA:110A:[ L IN>5FEc:TION A.SSuU.A 1'10_N ,LN.t . ", iv —` Quality Systems Management, Inc. , Natibnar Testing, Inc. Origination Dale: 07-200. Revision No. r AF #1. Report Number. /06 FINDINGS: Number of "Correction Action Requests" Issued: _ v/gr_ It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: It was found that: There ( Was / a No . ) changes to the ICC AC 10 Acceptance Criteria from which :your Quality Assurance / Control Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". It was found that: This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Havej J proper equipment for the proper shipping and delivery of trusses. Product Review: Roof Trusses: /Z R7 l D 4, _ „ Floor Trusses: __/,30 j Trusses that were Reviewed, ( Meet O<eed Do Not Meet-) the Requirements of the U.B.C. Code, the I.B.C. Code, the I.R.C. Code the ANSI National Standards and the Engineer'si i Spec f cations. r Comments: for'National Inspection Association / Quality Systems Management P.O. Box 3426 Gillette, Wyoming 82717-3426 E -Mail: NIAa rletteOvcn.coin . Cellular Phone: (307) 689-5977 .Page Dvo of Two Z£ZZZE 9L ]VWd]H_ 1e)S)Noms0fj__ (307) 685-6331 Office (307) 685-6331 Fax tz:nz ' 9nn7.-.adv-i7 END JACK / RAFTER STANDARD DETAILS (CALIFORNIA STYLE) TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. (3-4 ALT.) 2-6 CHORD TO HIP OPTIONAL EXTENSION A HIP GIRDER CHORDS B CONNECTION DETAIL_- T (BOT CHORD TO HIP GIRDER) JACK TOP CHORD: 2X4; #2 OR BETTER DF -L, #1/#2 OR BETTER CAN S -P -F, #1 OR - BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 165OF MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 165OF MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY - SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR TOP. CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0•.MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4/12 MINIMUM TO 8/12 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0/12). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.5") FOR - OVERHANG UP TO 34" (24" @ 45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSFT _IArWQ Aran r-nokl o M. CONNECTION DETAIL "C" (TOP CHORD TO RAFTER) 1 -PLY OR MORE GIRDER JACK TOP CHORD I I _ B 13 B C A RUNS OVER GIRDER _ I JACK TOP CHORD _ TOP CHORD.MUST BE SINGLE I BEVELED OR C Et B DOUBLE BEVELED 10d or 16d NAILS, THROUGH (2) 10d or 16d NAILS, (2) 10d or 16d NAILS, EACH JACK T.C. INTO RAFTER, i THROUGH JACK T.C. INTO THROUGH JACK B.C. INTO TOE -NAILED, PER SCHEDULE GIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE- BELOW, OR ADEQUATE C r` NAILED, OR ADEQUATE NAILED, OR ADEQUATE MECHANICAL HANGER PER it RAFTER MECHANICAL HANGER PER MECHANICAL HANGER PER MANUF. CATALOG. NAILING REQUIRED: C N 2'-0" & 4'-0" JACK T.C. (2) NAILS OTE: IF 2'-O" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 6'-0" JACK T.C. (3) NAILS 1. OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE 8'-0" JACK (ONE FACE OF _ TCUue 16.00 ps1 DurFace L 26 P=i26 DESIGNED FOR 10 PSF NON CONCURREfl NT BOTT=ERR . TC Dead 14.00 psf Rep Mer B id 1.16 PLATES & NAILS DESIGNED FOR GREEN LUMBERp- t 7p BC Live 0.00 psf O.CSpa6im 2-0. 0 WIND LOADED FOR 8D MPH, EXPOSURE'C', MAXI, + W ' Yng"- mpon`®nt G-roupy Ind. SC Dead 10.00 psr Design Spee DBC -9T NO POINT LOADS, MECHANICAL UNITS, HVAC, SPTOTAL 40.00 psr IIEFL RATIO: L2ao TC: U180 ALLOWEDITEMS UWITHOUTSING IS ECIAL DES GNTIONAL LOADS N THE STA 19 SSIp Z THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION • `. SHOWN ONLY. ' IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR 0 DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER IT IS DATE: 11/1/2005 i THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL n IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPUCATION AND INTENT U.J. REF: EJ -1 Ems APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. DES. L.M. 0 l0J Optonalvent 3_4 opening par GENERAL GABLE DETAILS FOR WIND LOAD BRACING DWG# 0002065035 design drawing. Max. 12' eave pblock unless noted on J-4 Pitch per design drewing. 3-4 dravring.Gable End Truss n trusses for gonal brace, heathing and truss each end, typ. Brace Interval as specified on the approved engnineering drawing or standardT Typical yt strongback delay or chart(whaler) brace along back Truss spacings per designs. lace of gable, braced with (24" max) 3-4 _ ?-8 r or - 45 degree diagonal Connector plates shown are for example only. See actual truss deli n for (hP•) bid to roof g raquirad plate sizes end aienlalon. sheathing as shown. Structural gable truss MY generally have diagonal and vertical members other that those shown Adequate staples or toe-reds maybe used, and should be used to avoid any overlap with primary structural WALU BEARING SUPPORT ales. Gable truss isconhnnuousbearing exce tasmaybe noted onlndividualde ndra ' s. } Indicates StUd members thatrenuire bracint7l E►dD (FACE) VIEW SIDE VIEW REGULAR GABLE END TRUSS REQUIREMENTS ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE F ITEMS 1-8 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI Y TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY 8) WEIGHTS OF ANY DARD DEAD LOAD MATERIALS LSF IST OR BY ADDITIONAL LOADS. ACCOUNTEDED IN 45 MUST BE FOR, TONAL LOAD NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED NDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO BCING IS TE FROM THE G PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE STAND RD DRAWING TX010870 1-001 BLE BRACING INTERVAL. SEE REFERENCED FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. CONDITIONS) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING 2X NOTCHES CUT INTO TOP CHORDS INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE FNOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND LENGTH (i.e. FOR 2X LUMBER, THE MAX, BRACE INTERVAL MAY BE T-9"). UCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING,„s9y REC9/sj ;• SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR j LF ? BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. _• t' i 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR /DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF 4 1 G= THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. r THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR `,n ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS yy11 DATE: J/20!2002 THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL ® ry.s ' IN RELA71ON TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT REF; GB-1 APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO SUPPORT REQUIRED EVERY 4'•O' MAXIMUM. A TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. HIP GIRDER (ONE OR MORE PLY). WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. i FOR WEDGE, USE Q) 'i CP PLA ( C. 5' O.C. INTO TOP CHORD OF HIP GIRDER. I 48" MAX B HIP TRUSSES BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS S.-UPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAYBE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON.THE INDIVIDUAL TRUSS DESIGNS. 4, FOR. EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 O .NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DE?IGN8--R, 7. It6FER TO OTHER DETAILS FOR SPECIFICATIONS kELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS F0 rONNFCTI,lN OF BASED ON BRACE FORCES DETERMINED BY THE BUILDING. DESIGNER. -L END OF LATERAL BRACE. (BRACE MAY RI,AP WITH i! 1 i2LI.SS CHO.'2D - : NAIL CHORD TO FACE OF BRACE ,WITH (2) it)d) NOTE: 6EVECE6—CEDGER t;RYTIRf USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BEATTACHEC TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. ® THIS DETAIL IPROVIDED AS A SUGGESTED SOLUTION TO THE APPLI ONI ,Q SHOWN ONLY.' IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY AIMVI -+ ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER, f i'IiE RE3;PONSI41LI Y OF OTHERS TO VERIFY THE•ADEQUACY Ul` ? 4iS UC IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTO TEN' ` _ "`M' APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES Nd" RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. BEVEL CUT ON TOP CHORD OF TRUSS JR"'OS E O .Mor —• /. 1 r .06N 1 1 J D ATE8/2!99 IREF: H 1_l nr ,,.oJL1A1 o IC.0 T R A i _dY-1 "c KW'U TCP CHORD 2X4 FL N1 & Btr. - -- - - ( 1 DrW : 1 1- 2- 8 673 4.95" 1.50" Plating spec pNSl/TPI - 1995 2 11- 2-11. 761 1.50" 1.50" THIS DESIGT! IS THE CCNPOSITE RESULT OF LIFT REACFiCN(-1 • SLIDER 2X4 FL N1 & Btr. MJLTIPLE LOAD CASES. stpp et 1 -12(71 PLATE VALUES PER 1080 RESEARCH REPORT #1607. This sustpizoss is desig )ed using the PLATING EASED ON GREEN LL►8ER VALUES. Penarient bracing is regJired (by others) to l C Preve(It rotatim t l)rq. See HIB 91 and Bldg Encl =Yes, Frd 2me = No S! TPI 1-1995; 10.3.4.5 and 10.3.4.6.. H.AEnce ocean Line = NO , E Categoryry = C ' Bldg L h - 99.00ft, Bldg )dth = 30.COft, Mean ran height = 18.32ft,.MPH = 70 # - - Classification = 4, Dead Load = 12.0 psf 'M CASE N1 DESIGN LOADS Dir - L.PIf L.Loc R.PIf R. Loc LL/TL TC Vert 0 0-0-0 142.3 9-10-13 ,53 - TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 , 11-1-12 .1 11-1-12 I 22.83 11, Aa;P ` l (,-6 3-5-0 j% ` Grgr(.ty r f+ h- GHARQ`rtr9 0 2-11-5 4-1-1 3 > 0 I sxtr i Ga, `till• f a Z >! -. 10 -3-12 ;i s 5: G 3 -- , • - 9 ' ) 1/2" CAF MAX ' 't%• I_ •.f. ' -, ..• 2-9-15 11-3-7 , 2-0-0 —i 3 4 T-111061 Systems Plates are 20 ga. unless shown by 'i8"t Ib ya.) or , x/15/99 "H"(16 a.), positiondd per Joint Report. Circled plates and false Scale: 5/161, = 1' frame fates are positioned as shown above. WARNING Read all.notes on this sheet and give a copy of it to the Erecting Contractor, TBF: 29.3 U0: LLM10 This design It for an lodividual buliding component. It has been based on specificatipns provided by the component manufacturer and done (n ll T T y T' accordance with Iho oncotcurremanufversioacturer re TP) end AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to ¢e Chk' Customer Name: 1 R U e{/i,/ verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the Imdr utilized on Dsgnr : (LC = 5 ocal SZSZ :1-11n,anda delhe bottom et or dchordthe 11, Iatcraily braceosed d by athe lrigidb hcatbiogdmaterial directly attachede. It it assumed dust the ,ounlessrd it otherwise laterally braced Bracing eshoof or wn 6 (for lateral SYSTEMS support of eornpnnrW membnrs only to reduce buckling length. This component shall not be placed in any cm'vonment that will rause the moisture TC Live 16.0 psf DUrfaes L=1.25 P=1.25 content of the wnod exceed 19% and/or cause comxctor plate corrosion. Pabrieate, handle`, Install and brace Ih5 Uvea in accordance with the following TC Dead 14.0 psf Rep Mbr Bnd 1 .00 4445 Nortbpark Dr., Colo Spr(ass; Co tiogo? standards: ,,rRUSCOM MANUAL', by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - SHEET' folio - BC Live .0 psf O, C. Spac ing. 2– 0– 0 (Q.EET'),'IIPI. The O 1NSTALLINO AND BRACING METAL PIATECONNECfED WOOD TRUSSES' -(1110-91) snd'11ID-91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SHEET' by TPI. 'fhc Tress flak ItvdNlo (TPI) is Incokd e1 SRJ D'Unnfrin Drive, Madienn, Wucnnsiri 5719. The American Forest ed (Spey — - Tp5.0 Version 09.30.98 10036. Associatinn (APPA) u located at 1250 Cnnncclicut Avc, NW, Ste D' Washington, D(: iscin. TOTAL 40.0 psf Deft Ratio: L/240 TC: L/180 'PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD ; UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD Of S PSF . I I j ilfl% PRESSURE BLOCK NOi 'fRU:3S 3-10d WITH 4-I6d NAILS 3-10d 3-10d-PRESSURE-BLOCK \ WITH 4-16d NAILS 3-I0d SIDE VIEW BOTTOM CHORD OF END JACK O.C. TYPICAL HIP NO. I TRUSS / PRESSURE BLOCK 3-10d NOTE: A TTACH 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 Ei`_ nGo ` aLATE \ CODE SPACING DA tE TW20 UBC S1011f,• NA 5/15/97 ® 'clu:i'o"o iu°os Imo °' 01 [°s +S(E +II IN rnr l „'C 10+05 Ul lutro oN IN UIg ""C't fm °nii0oos" ,rol nEs a(izleill "E lfvt L0+05 IN OSEO Or IS, OC SIOC+l 0Vi 0, 1, C00C' UIW;u' 0 0 IC+1101 0 OI N("10,1+ +no IOn I r. q IS +SSUwEO r n IC+IIar n+ll cont, v11H uq C9,n r(CI°n q(rl(S 51rpn, an( IriUS wl 16. Id. Oq 70tG GLC ,+S- Y51'[Clr 1(ol A ul Cl4 [UVI C G v04flt, I(nu PAn l5 roll l9n(C/r j al T' ESIGu, ol,0` n ,WSS.°l+R 1"S, I,UI( "'M IK• ISI OIIi Ii, 11+1, ' IS u•f ra' i 11'x'( CO, I,iU0U5l• I" on' iC°OU+B',",SS (-( 9 BnSC° I SIInp f.01001u1 Oni.'j, s (ryemse {% ![+1,8r,' r•l, 11 C'(NK1 n fl )KGr C) ® ++wJl la l►(,J 11'i+r j, v•j 'u0u' ^LCII r i U,"/S d51.n( CWr".., p010°Sr C.rO^0 rll n•,l'l ,Bl"6^ C'I US r° u ,niy S rU'(I rCfI01 n'• IttUSWnLSv51 M cii,ii;'4' 1..' Is t „son(iast°I,o°I ^n:.;t f ronn(I•; .,no Isou i;oiN o'lcal in' of a^, `: n ioussis' u ICU rN ,1 E SCORPORAIION u,zl,tt+llo•1 I•IlInjonSSr.S al.nl"( 1.0 +110115af.. u•ui ,ia+no'i(Ecro os acrP;I"c n°"tq JUO 0101 ,, all'q 10,10:;1,!0' Crinfaj HCICIi'uOVLtaq pg05'10.1yf "(+.16(o, vItENC'1EC(SS rS°I506(S!CO[1(p-foEO E ` C IS OUISIOE 11K vSCO-E 0r nES^a,S 18llllr 0, IgIrS+1µ DATE HIP FRAMING DETAIL 1/21/98 iT ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD {F OR N2 DF PURLINS 4' - 0 " O.0 iF OR N2 DF CONTINUOUS STIFFENER ATTACHED TO POST. JSS #I SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN] c P L p DED END JACK TOP CHORD (TYPICAL).. . )N TRUSS. 6 tNER RAFTER. ITINUOUS LATERA L RA G D — )ED BOTTOM e}iCiR STABILITY OF 4 PER BUILDINO DESIONER. w314"ilum TRUSSES 24" O.C. (TYPICAL) J ADEQUATE CONNECTipN BY OTHERS (TYPICAL). JY AHNJNG Road olf nobs on this Mf,fln ot and yhw a copy o1111, fhe Erecting Contractor. 7TI M81)"1bMlyt µypr M. HOp Wo O W p/ M tai yfl /WI,. GNY Y O Oof1 M a goy M coTvolwr m.wyq,r.Aow w+a.p owlrw orw/ a 4b,uhan" M e;.o q ~ Vr M r* ,.,. ,od or Spy un rwv w a °vim" O d . L.." '*D"''. bf • ""M w NI tlw lop WrY r wwaw, G+[W Oy M 71zr'wwdmm7xw ^. k. r«r " Thd tf7VSwVALSMEMSCOAPCgAIgry "'G"»r>. ow+nw,w,ra w. ir° raw ca awl°p1AQ0A• r"nwaw.c.a_Mr w000 1 US0l1' " r narY 'T71<JSCpy AWALIL' q t<,+..al, •alAurr CQIliAOI SiM,WAp y011 Nf:1AL nAre CV. OM no SUYUMII'Gs[ET TTITi7. TirA MDlw yy LrryT i(1/I) 1oGYW YSWANO 9&4>100 4fiAL Pt ATIf0NgCiW WoDo TiUWi'•C ta1)Ya'/fFil T+Pr kwasan µfTA) M A. tl 1= 0o *C , A. *. MM. 6w WA WM L OC w'x"" 57111. T!r An.nca, rau Srw ui C, v) J. U '<r Z C.> <l f/l Q t - rzw < w U Lt.] w o ui o J. '<r Z C.> <l f/l ltd L Ll "j 1 TRUSWAL SYSTEMS " 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 I - 8/3/00 j To whom it may concern: It is permissible to r!,epair a False Frame" joint with the procedure .outlined below, provided that the following statements are true: Ceiling loading is 10 PSF or less. ® Trusses are spaced 24" o.c. or less. ' False Frame verticals are spaced 6" 0" o.c, or less. No additional point loads or uniform loads are pre.>ent on the''False frame that would cause the loads to exceed 10 PSF for any reason. m The joint(s) to repaii does- not have a support bearing directly underneath the joint. There is :no damage to the lumber at the joint, such as excessive splits, cracks, etc. ' The joint fits tightly (within all TPI tolerances), All lumber in the false.frame is 2x4 or W. Repair as follows: 1. Cut a '/2" CDX APA Group 1 plywood (or equivalent-O.S.B.)' gusset, 4° wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. 1-1 one face of truss has missing plate, then gusset is required on only that face. If ' both faces of the joint are unplated, then the gusset is required on.,:ea ar 3. Use (3) 8d nails !into each member, from each face (see detail b ° w. ,GAIRD C., ' Typical Join. e 1 ,► °A !: False frame refers only giE0 To non-structural members <g r 10 . (zero design forces). H. A :i 1pil t TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 1 /10/01COC-'1003160A Use; s of Truswal engineering:, The TrusPlusTM engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on memoers for which it is required to reduce buckling length. Sealed engineering N-awings from Truswal will show the required number and approximate locations c " braces for each member needing bracing. In general, this bracing 'is done cly using Truswal Systems Brace-!tTM or a 1x or 2x member (attached to the top o., bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building desioner (See ANSI/TPI currenIt version). The following are other options (when CLB bracing is not possible ori desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x o`r 2x structurally graded "T" brace may be nailed flat to tine edge of the member with 10d common orbox nails ai 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum cf 90% of the member's length., 2. A scab (add-on) of the same size and structural grade as the. -member may be nailed to one face of the member with 1Od commo„ or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minima; -:; of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s') must extend a minimum of 90% of the members length, 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building c;Psigner. J' EXAMPLES 2. L Please contact a Trus BRACE SCAB I engineer; if -there are any questions. -- $ ice` ,•_..d 'M`M' W IL1 TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (719) 598.5660 FAX (719).598-8463 iL.; TAILS FOR ®NY T1%C)ALLY "Ai llE® VALLEY SETS Nolos: . Tho maximum To:nl Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Min' ;Mum Top Chord Dead Load = 7 PSF Tho design for lateral loads and their connections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Orig:or, The details T 1iE "TIE-IN- TRUSSES - Provided address gravity and wind up;i.: ;Dads on \ ly per the UBC. The maximum wind spoed is 85 MPH. 25 fl Moan Roor B \ Height (max.), Exp. C. D /> i 16d box nails are typical throughout, ercepl as noted (in details ), a / The Center Ridge Rafler ( CRR ) is 2 x 5 stud. Anach [his Ib I C the 1 x 8 with 4-16d Joe nails ( 2 from tach face I. Anach the Opposite and to IF.a Iruss the same. . FLAN VIEW A ELEVATION VIEW T'ha Valloy Rafters, purlins• and blockin['. material are 2 x 4 stud. The blocking must be spaced 24' D.C. ;!ad be adequalely braced in the lateral direction at 6-0-b O.C. Anach Ihis blocking to the Valley Rancr vvilh 3-16d. Anach this blot King to the purlin with 2-16d• The truszes below the valloy are spaced 24' O.0 The puri in&•aro full length under the vafl+ry sot and must be ins:alled at 24' D.C. They are to be attached to each overlapping truss lop chord DETAIL q -th 2-164 nails. If ;hey are not one confmuous length• add a 12' tong CEN -,:=R RIDGE nailer to the face of the truss lop chord "*I-" 4-154 End one purlin section. P.AFTER DETAIL 5 on the Iruss and begin the addilional se_t.on on the nailer. VALLEY RAPTE.R A 1 K r perimeter runner mull be anacha_ through the shaalhin and into VAllc Y es=h Iry es below vath 3-6d be. nails. Th•s I K 8 follows fhe'outs:dd pro iie RAFTER of the Valley, ('YP) / r t The Volley Raner% ara spacod 24" O.C. 1 5 2-16d tOo no 'l ach them to tho CRR with 7 .16d su ch d ° DPP o and '.Q the 1 x 8 wHh 3-8d loo nail&• 2X4BLOCK r TOE NAILS I WITH 4 v (j l( 3 - t 6d.3'i V 4 loC :8LO( H ;r te/• PLAN kP=W 7, - DETAIL C 9/lgir Q -0E TAIL D 2 4 1 5' P_ TcR f PURLIN I RU N E R 2 X 4 VALLEY BLOCK Ri = t cR WITH 2 -too — 2 - .6c TOE NAILS T TRUSS TOP 7: S CHORD 7/16' JOO T0,0 SHEATHING ... ELEVATION VIEW ELEVATION VI=w RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIi.AT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO`EX ®A - BLOC K g PCF o A TERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.), STUDS @ 16" O.C. (TYP.) _ ON•. 17 ... TOP PLATES SECT. A -A 1 TRUSS (TYP.) PROCEDURE: 1 • TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WFTH 1-16d COMMON NAZI.. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC::-i•3. 5 BLOCKS MAY'BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (c -.A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. j TRUSS CONNECTION TO INTERIOR BEARING WALLS BRACING B.C. OF TRUSS OR \ ` END VERTICAL RUN THROUGH TO BEARING' , v WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED ;TO THE CORRECT HEIGHT. `~•' ' USE 2-16d COMMON NAIL'S TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT'A MAX. OF 16' INTERVALS ALONG WALL, X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. k BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CHORD _ BOT CH B 2 I ,\ V 1 / TOP PST TOP PLATE SECT. C 1-16d COMMON NAIL OR O i t, . 1-16d COMMON NAIL OR ''I '4" O.C. SIMPSON STC (OR EQUIV. SIMPSON STC • (OR EQgIV. LIS_S C$: \ ^In E' /%•:; TYP-1 TRUSS CLIP J FILE NO. CD -1 DATE: 9/10/92 REF.: DES. 6Y: L.M. GS'Nay: - 4 T1 • V, n'' n .9% GENERAL Farthiliariy with the CONSTRUCTION DESIGN DOCUMENTS: the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (il required bye the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect. brace, and connect file trusses to the building system. All of trio care and quality involved in the design and manufacture of wood trusses can be jeopardized it the trusses are not property handled, erected, and braced. THE CONSEOUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. ' Prior to truss erection, the buildoderedor shall meet with the erection crew for a safety and planning meoting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERIECTION BRACING Tru33C3 are not marked In any wary to Identity the trequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Aacornmondadons for Handling. Installing 8 Braang Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Insftne, androf as sx¢liod in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. I , P•ERMANEN I CRUSS BRACING Permanont bracing for the mol or.floor trusses is the responsibility of the building designer and should bo shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of Individual trusses within the root or floor system. The design and connection of the bracing 10 the truss and then to the overall building system is me responsibility of the building designer, and is in addi. tan to the permanent bracing plan, which I. also specified by the building dosignor. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear wells, or other load transfer elements and their connections to wood trusses must be considered separately by the Wilding designer, who shall rielermino size, oration. and method of Connections for all bracing as needed to resist these forms. • UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANRLE TRUSSES FLAT Beginning with the unloading process, and thrcughotn.all phases of construction, care must be taken to avoid LATERAL BENDING of trusses; whichIcan cause damage to the lumber and metal connector plates at the janLs. USE SPECIAL CARE IN WINDY WEATHER, IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC UNE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN g]RPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for 'r larger Wsses ALL T.AUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POST TIC Proper banding and smooth ground allow for unloading of trusses witnoul damage. This si done as dose to the building site as possible to minimize handling. DO NOT break banding ur lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is pre, :?A T✓ j3 DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUI II trusses aro stored wn'Cntly, moy shall bo braced In a It tturaos tre stored honrnnfe9y. bloc" srw,ld manner trat MP prownl tlppkv or toppl'ug. Gonarsoy, on e;QM to ten bot centers• or ns raquiroa. U, coning of the AV Wing b oaw just prior 10 installed n. btaral bortirq .rid moist— pain CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGIN TFU During -long term storage, trusses shall be protected from IIW 0r"r0nnharr p;mannor. that pi for adequate ventilation of the Iruseos. If tarpaulins or other motorial is used.4m to ends shall be Io, for ventilation. Plastic is not recommended, since it on trap HOISTI.N:.;..'. ALL TRUSSES THAT ARE ERECTED ONE AT'A TIME. -SHALL -BE HELD SAFELY'm PO£ BY THE ERECTION EOUIPMENT UNTIL SUCH TIMEAS'ALL NECESSARY BRACING HAS INSTALLED AND THE ENDS OF THE TRUSSES ARE, 'SECURE LY FA.STENED7.0 THE'BUILD Truss sling is accoptable'where these criteria are mel ' SPREADER BAR SPRAi TOE IN TO, TOE TOE IN is"01 o 7!J' ".'IR t 2tn "{up to 60 feet eet Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the onds of the sprat bar wTOE IM; it these lines should "TOE OUT' the truss may fold in hall, STRONGBACK/ SPREADER BAR .L App,rox, 2f3 to '1 bya a Ins Tagfine over 60 feet STRONGBACK/ SPREADER BAR Ap r?la b 314 inns krge+ over 60 feet Ta For lihing trusses with spans in excess of 60 feel a is recommended that a strongbadr/spreader bat used as illustrated. The strongback/spreader bar should be anached to the top lord and web memb at intervals of approximately 10 feel. Further, the strongbaddspreader bar should be at or above mid -height of the tons to prevent overWming. The sUcingbaddspreader bar can be of any material v sufficient strength to safety carry the weight of the truss and sufficient rigidity to adequately resist be Ing of the truss. BEGINNING THE ERECTION PROCESS 11 b vnpdh.Tnl for the boldo, or radio. contrana to provide substantial bracing Ica me f Ml torsi elected. The two a moa Ilu. aaa making up me nal d Uro Iasi sal am tied to and coy uponitnc Ii st truss lot stability. Likewise, alter the 1'us1 sot of trus:.cs a ooe0uamy uD s.bra[od. ma ramaKkn9 Wises inslatlod rely upon the first sat for stability. Thus, Ina Pon --- of me truss bracing system depends to a great anent m-11 woe Me how group of Vvssm a braved. GROUND BRACE - EXTERIOR l GROUND BRACE - INTERIOR Ona s,a. factory, —u a 4a3 the first unit of inr.^..sos o0 to Another salislacury method venom height of building or n strias of braces dial am attached to a stake driven into jourd c*,idltians prohibit bracing Imm the amedor is to Ino ground and sec rrnry anchored. The grouts bract tic the first truss 69'.dy in place from the interior at the itsclt should be supponod as shorn bolow w it Is apt to Iroor Iwal.provided the Boor, is substantially Nmploled twck c. Addil;ONM ground brneos h the opposite bra• acapable of supporting the ground bracing bines, fon, inside me b ". arc visa nrcormherdod. So arrey listen the first Inas to the middle of the buad- Nota Loehlo ground haws D!9. o!me bracing similar to exterior ground bracing for fir.1 truss drocty, in fine shown al bin, Sal musses from the mddlo lav am the end win all rows of top chord tan- of the Binding. Property cross -brace the first set of Inrss- dnuous lawral bracing (ou., 1, balom mmwing boor braces and setting Nwining temporary w pomumenl), busses. i i 2nd, 3rd 6 4th wssds First t,w- 2 x r4 minimum ! Tupport wall oo empo ryitob ;,.+• (helps when inslallin 4s First truss ro bo well b,9 dor span trusso: eraeed Debre amctiort Grour,d Div of additional units. Bmcn on badrg Ground bracing Ba ting Ica m=,a3 Unum _ wad sakes MiN_ Two 1Gd Double Hvooed Naas minimum sire ,y1 e.n..*...e*.w.d.. ' This Iwol roprosonts • 1 1r2' otralion ground floor on ungio story appikadw- Chord { INADEQUATE SIZE OF BRACING MATERIAL OR INQDEOUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. I TRANCE..ERECTION TOLE { Length Langer, Of Longth Fye or 2* Larlgm 16 m 32 . 1' i 32.Vhh to 3Z ,Plano Bob L•uinryJh 3Z&—, .2' Comply'ug ram *rection tcl r s b ailiw) to Dd*Nlk'g an aocopta00 rout or Noor vee, AND TO ACCOMPLISHING EFFECTIVE BRACING: Setdrg twaeawimin•tiy*r•.inco seta Tvs Dmo tare pu-wm Ire need for too hexl,rdaa• pnetleo al oapoarp w edhwanp w, asaa vrthan mal sr+eiho4g a mal p rNni am khstall:: od. Truas Inonirg a bowing can cause nails Io mi,, me top ohO i fk i," l?b am Applied. and Goal* iNaGw ,losses On the. bracing whldh Is a fenquvnt Muse of dorninoing. W.YEH SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING .s® suss ' DO NOT,INSTALL TFIU3SES DO NOT•WgLK ON DO NOT WALK ON TRUSSES ON TEMPORARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FLAT CONNECTEO:SUPPORTS dmctld, . ' of ronDg i All .rhdhors, tuugars, tie -downs, snort. bearing bogors, ,aa; ate• Ina[ ala pen of 0+0 suppan»g atnrwrm slam be * bow ..; '.—.let), and propnrry•plawil .and'pnrmanenty . II attached before Inn 6cuNaliah, bogirm'No tru ova Lha err be IamlWd on orreries, Or Eos that Mlle la- . ain• I Peery cor"Xzona-w tthu ouppo ting at Maes ' droccon :di rCGi Of cc of to ca NAILING SC+.Wg0 THE END OF THE BUILDING TO ► iroLyi ng .BgkE•T{E FIRST.TRUSS IS NOT RECOMMENDED. AO toWng Of bndng should De done so that naft are WELL NAILED NAILS 'IN WffHDRAWAL • &Nv porpordkAw w.Lt io drecuon ol'lww w &horn (PARALLEL' TO,FORCq. angor (PERPENDICULAR TO FORCE) BRACING REOUIRENIENTS!FOR 3 PLANES OF ROOF TornpOmry waclbr bracing mull be apppad to three Planes of mo rool SYSIM.to mom 3mb3gr. Pune 1) Top Chord (ehentnirg), Plane 2) Dottom Chord (csaing ],lane). and Plarh i 3) Web; Mwnbor pane a tensed Placa PmPandicullr t° INraM 1) TOP CHORD PLANE. Moat important to me builder Or 1 2) BOTTOM CHORD PLANE in order to hold proper erection oonveacr ls bracing h ao pane of IM top spacing on the bottom chord. temporary among chord. Trusa op chords an auawptibio to Iatoral b,ddirg ! m+m& ded w the top of the bonen lord balm may .m Dented w Na.dhed. . Cwtinuxws Top WOOWeWO anD members lalaml Dmcing Ct;r— Oral i bradrg Cor+kaoua , lateral Sonora 01-9-1 rAcingG• t- c ' Minimum 2.4.10' Bonom Chord Minim,mh 2x4x1C I lateral bracing tapped 1411. IAIaraI bracing 1APPOOi war Iv,o IrVSsas al war two trursns a If l0 17' ' oacn and. eats end. 45' 20' , , COnned and Not to scale. i of bracing to riga OI. I br•cln : support w add diagonal 2O epHnd .very 20' at Draa al approrims y 4S' engb to iruesas ' ! intenub Irepeat of both ends). - Log ,Part, Maly loads m other spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require dose, W._q bcnrecn Umral bracing and MAINTAINED AS BRACING IS IN57ALLED to a o;d me , ddser inlenals beloved- dagonah. Consull the Pritdng na:ardou.i (Reammndo0 Design Spearieaio P designer. HIS. OSS for Temporary Bracing of Mebl•/iare Conodod KtW Ing. This ac of'adjudM sting spog' n Muco vsl uc to i Trusses) or WTCA's Truss Technology lot Suldar, ,oprw Ii weare mlons are n tread at the wrong Deno. ; Temporary Bracing DY -1. DIAGONAL OR CROSS—BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE_ -X-BRACING. AS SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Contii.rous X-br0ng la1*r41 braelrg Web mombors 1S -"'I MAN. max X.Omcng should be Ins1.'dlod On, verDcal web members wherovcr possible, at or near lateral bracing. Plylreod s hcatung may be substituted Ion Xbracrg, Web members - d Braw the bracing Bonom chords Nolo: Top chord: end sono web membor. as nal ,,owns in order to nhnke dtmtings nae roadchbb. DO NOT USE SHORT BLOCKS TO BRACF INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILINGTHEIR USE BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACEDTRUSSES NEVER STACK -MATERIALS NEAR A PEAK II a L NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS @no NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANYTRUSSES AS POSSIBLE_ NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. be rkky" Dr.,em Prpper distribution of CIXt IruClbr nWtorW3 is a ani during construction. A p ad owl bed D.er'rrh wan Allays 'Ind, rnalemal5 dvxf Mo or n,pm V Not I* Med AO' maxknrrn Iran bearing 1 4T Ree" no mrchanlol antractom ere Mutldwd to iacl, materials only .king outside svpportirV many is or, di-," alar :,cid. supporting mnmoors. Trusses an nal oars" bur dynamic loads (L.., mhwirg •wnk,ns). F.drmna tam should be taken wthen bod'vg and ebbing wrotructi- materials Ironed roof ng, rn drankaf eculP• ment. o1C) or, as =1 w noon eysle n. c,... _ 5—M-1 — Pana point Sleepom for maenan;cW equptTient :held be loeatod al parts point Tjouns) Or over main supporting members. and Only on vvsses that have been tlosigned Int Well ball; CAUTION NOTES Errors in building ires•anNer dimaraions, w onion by odors alma W odncea by aM condaaor w nspwcida con- ,uu,,bn vada ufto,tradw or surppeat BEFORE erection Of trusses begin - Cutting .1 norsstruttuM O angs 1. corul0eno0 a Pan d ndnal nation end ah.4 be done by V. Wilder m oreetion con. ImQw. Any Gold modf Bali h mal Halves the culling, drlfug. w mloco6on of any +Irrctural truss member Or connector Plate snrm • not to owe wiuxrA me apptwal of me cors Inmulacturw w • ,wanted oevgn protnssiwai. The meeh*dl ab proee0ures WNhea an Feeneed b •neuro oyl +h& *,en4 mr¢rn,man 1•0nigwa •mpbyed w'a P. nod -a roe u las SAFELY N yte N • cOn0al.d avucaj x Thee b bNCa bracihp rood Waw adg'^'u Iran Phe co+•aire espe• hent. a I_" P --h aro wood eut, w—"'y.. but erdL aw b er ream. d verv—Dude, Ynonra. be pna.nca 0" .s a GUIOE b rue oy a qua0aed bu" 'Q ";9r-, biro", or -,w mdradd, Thu,M Woad Truss C 0a An""' evd.ssy du,.lma Any resp—elAy lo, d.-n.cbM Dant ea uta, taper tion d reaentt On me moor , inion And Hbm», i'a+eraa'vw the..vh. Sanded tan and fgums nlonrhcod Or mPod•+[ao hon HIS and DSB by pemhiss;—d do Truss Ptru& imtitum. Madison. WL WOODTRUSS COUNCIL OF AMERICA TM one WTCA Center 6300 Enterprise Lane ' Madison. WI 53719 60M74-4849 • 608274-3329 fax Wtca®WOOd1N5s.d61TI • www.WODdtrUSS.CDlh CaV'^9n+ 0 Ise&.2001 w000 Trust 0av0.1 A,hvrio ! HAND MANO GENERAL NOTES NOTAS GENERALES Trusses are not marked In any way to Identify Los trusses no estin matcados de ningun made que , ! Q Trusses 20' or Trusses 30' or the frequency or location of temporary bracing. identlflque la frecuenda o loalizaddn de los ardostrts ' less, support LJ IEss, support at Follow the recommendations for handling, (bracing) temporales. Use las recomendadones de mane o, at peak. installing and temporary bracing of trusses. ) , I — quarter points. Instaladdn y amostre temporal de los trusses, Vea el blkip Refer to BCSI 1-03 Guide to Good Practice for p_e_ t I Levante I * Levante de / i! BCSf 1.03 Gula de Buena Preci a ora I Man n. Instaladdn Handling Incralling &' BradnD of Metal Plate I del Fico los v_ Amostre d los Trusses d Mad ra Dnnectados ran los tuartos 1 ;' connected Wood Trucces for more detailed trusses de 20 de tramo los '! Information. PlaOs de Metaloara para mayor Infonnadbn. pies o mends. -------_ 1_ trusses de 30 ------- ......... Ll_.!:. Toss Design Drawings may specify locations of Los dibujos de diseho de los trusses pueden espedficar I I E Trusses up to 20' I , pies o mends. I Trusses up to 30' permanent bracing on individual mmpresslon las locailzadones de los ardostres permanentes en los . +Trusses hasty 20 pies tosses hasta 30 pies members. Refer to the SCSI -83 rmmary miembros Individuales en compresibn. Vea la hoja Les6men - •w Sheet Web Member &IMaDeat Bra InciAA°eb 601,03 Data los arriostres oennan nt c v refuprzos ellos Rdnfo__ rcement for more Information. All other mlembros senmdados (webs) para mayor informadon. EI , HOISTING — LEVANTAMIENTO permanent bracing design Is the responsibility testa de aniostres pennanentes son la responsabilidad del ' of the Building Designer. Diseflador del Edificio. 0 Hold each truss in position with the erection equipment until temporary bracing is installed and truss is fay".ened to the bearing points. ry The consequences of improper handling, installing _ ._ ;,;.y; Sostenya cada truss en posician con la grua hasta que e1 arriostre temporal estd Instalado y el and bracing may be a collapse of the structure, or ' • truss asegurado en los soportes. :✓ worse, serious personal injury or death. EI resultado de un manejo, instalar-ion y arriostrer ` I Do not lift trusses oder 30' by the. peak. + inadecuados, puede ser la calda de la estructura o ><+ rerz• - aun poor, muertos o heridos. No levante del pito los trusses de mos de 30 pies. - Greater than 30' r ! Mas de 30 oles I HOI6'TING RECOMMENDATIONS BY TRUSS SPAN s 0 Banding and truss plates have sharp edgWear 1 RECOMMENDACIONES DE LEVANTAMIENTO ' gloves when handling and safety glasses wes. hen ! POR LONGITUD DEL TRUSS - cutting banding. Empaques y places de metal denen bordes { afilados. use guantes y lentes protectores cuando — - - ' - 60" or less ;e . conte los empaques. _ - ti HANDLING - MANE]O ` `• Approx.1/2 • Tagline truss length Q Allow no more No permita mas Q Use special care in Utl1lce culdado I ' TRUSSES UP TO 30' —> than 3" of deflec• de : pulgadas de windy weather or .especial en dins - TRUSSES HASTA 30 PIES don for every 10' pandeo por r_yda 10 near power lines ventosos o cerca de' ; - af span. pies de tramo. and airports. cables 06dricos n ae i x ,• aeroDuertos. i S gaderber ' j.- aY Toe-in Toe -In ,p Spreader bar for - r ! _ • Spreader bar 1/2 to 5° truss bundles 2/3 truss length — Tagline TRUSSES UP TO 60' ® a r T '-.L TRUSSES HASTA 60 PIES T r s' 0 o ry he I ra is '4 I: /f Check banding -Revise Inn e:npeUu[a Locate Spreader bar v above or stiftback 10' o.c. LJ prior to mov;ng antes de mover los ; i r mid -height max. ` bundles. paquetes de trusses. Pick, up vertical Levante de la cuerda bundles at the superior los gropes Q Avoid lateral bending. — Evite la flexion lateral. i t top chord, verticales de trusses. • a• Spreader bar 2/3 to • I l • 3/4 truss length — TRUSSES UP TO ANDOVER 60' TRUSSES HASTA Y SOBRE 60 PIES • ' ! BRACING = ARRIOSTRE ®Do not store No almacene s ' Refer to 1} J5 U..$,Wna ery_$heet - T1u551.Wgalla: unbrarxd bundles verUca!mente los tia0.a0LU201pArary Biasa09 for more Information. + upright. trusses suellns.. I Vea el[.QSUJ7ICLB.CB.-,62_IOStaI@SiCS1..d.0IL4L S85.. Y-AWP$VP_IetrpgCal para mayor information. O ONE WEEK OR LESS MORE THAN ONE WEEK G, ® I ® Do not walk on - unbraced trusse - Xz' 1 No Gamine en trusses t•UBROS. r '1211471 . h c r ! ! Top Chord Temporary Lateral •rz :.: s # Locate ground braces for first truss directly } Bracing (TCTLB) a in line with all rows of top chord temporary. + 0 Bundles stored on the ground for One i lateral bracing. week or more should be raised try blocking I at 8' to 10' on center. p e d es Coloque los arrlos rCierra para el A primer truss directament de en a a con Los paquetes almacenados en la tiers par Do not store on No almacene en ! ' cada Una de las files de arriostres laterales 2x9 min. Una semana o mas deben ser elevados uneven ground. Berra desigual. r tcmporales de la cuerda superior. con bloques a cada 8 o 10 pies. I I a Brace first truss well i #' il' x — > f f 7( For term storage, alPar bundles n. additional erection oftional trusses. mo _ lJ vent moisture gain but allow for veventilation.., Para almacen-amiento par mayor tiemrKr, 4 cubra los. paquetes para prevenir aumen!0 de humedad pero pwmita ventilacirin. i BRACING FOR THREE PLANES OF ROOF ! BRACING FOR 3x2 AND 4x2PARALLELCHORDTRUSSES EL ARRIOSTRE EN TRES PLANOS DE TECHO ' EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2' © Refer to 6C.SL87 6 r Maximum lateral brace sparing QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses.-mIl1dfY.She01- ,. 10' o.c. for 3x2 chords C£l0D9LaysiL 151 15' o.c, for 4x2 chords Diagonal braces Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. P UIla11ent3trAdag. ' of 10eve 15 truss. P.arail'LChold. every spaces (30' max.) ' 1) TOP CHORD —CUERDA SUPERIOR far I[u5se5 for more. Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing LongiltuddeTranno Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies mbximo 30' to 45' 8' O.C. max. 30 a 45 pies 8 pies maxlmo 45' to 60' V o.c. max. 45 a 60 pies 6 pies maxlmo 60' to 80'•4' o.c. max. 60 a 80 pies* a pies m3ximo ! Inlonnahon. I Vea elsslimea @CSL-BZ AM<lstre. i IempS?l31_Y. . „r ! WM1Ve=-dtL The end diagonal ` tnresei.Sti'Su?,[dai brace for cantllevered •-nrfi`„ ?7'” + pata(:IU para mayor trusses must be placed lateral braces I . , informaci6n. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. ' •INSTALLING - INSTALACION 'Consult a Professional Engineer for busses longer than Cansulte a un Ingeniero pard trusses de mas de 60 pies.. i t J Tolerances for Out -of -Plane. — Tolerant as Para Fuera-de-Plano. Max.o ir _ \\ .~ » _ ::... ... 3/4' Length 9 12.5' See BCSI-Bra for TCTLB options. j . 'Max• Bow Length —► Length rt" Vea el BCSI.82 para las opciones -- I f Tolerances for o D/50 0 (ft.) 7/8' 1" 14.6' 16.7' de TCTLB. Out -of -Plumb. 1-1/8' 18.8' ;:'.•„ 1/4" 1' Tolerandas ° o Pae 1/2' 2' 1.1/4' 20.8' [ ` }^ `"1 Fuera-rte-Plomada. 3/4" 3' - 1-3/8" 22.9' Refer to.6CS1;Brz ;.•; , Sy-Il1maLYShEEL -. T o Plumb _ bob 1 • 4• S1db1€EOdF[ame p 1+ 1-1/4° 5' 29.2' BLs[LI(L9' f>7 r. r4 t i f ' Vea el kF;: Re n( peat diagonal braces. I • D/50max 7- . 1-1/2° 6'. — " 2' 133.3' Iesllmen LJ , f.'. ' :e, : 1-3/4° T BSSL@ rr1o51[a Repita los arrlostres ! 2° z 8 t del tins termir).aj- 11590_t4'Ch2d diagonales. • CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ' - d9Ad5• f-7( Set first five trusses with spacer pieces, Lam) then add diagonals. Repeat .j Do not prnmed with construction until all branny is securely Maximum Stack Height c Process on groups of four trusses until all trusses are set. and properly in place. ., for Materials Trusses • - lnSOle los Coco pnmeros trusses con espaciadores, luego los arrtostres i No proceda con la construcci6n hasty que tndos Ins arrlo.Stres diagonales. Repita este procedimiento en grupos de cuatro trusses esrkn colocados en forma apropia(la y Segura.oypsum - - hasta que todos los trusses esten instalados. } Do not excead maximum stack, heights. Refer to BCSI@9_ SttmIDaty..ShML--Conte Cuction.LpadLng for more information., 2) BOTTOM CHORD =CUERDA INFERIOR No exceda las m6xbnas alturas recomendadas. Vea dl CCsitOLL'0. Material Height (h) Boom tz^ Plywood or OSB is" Asphall Shingles 2 bundles concrete Block e° Clay Tile 3-4 flies high t BC51c29-Car9a.Ae_.GOOSt[1LrAbn Para mayor informad6n. Lateral braces , 2x4x12' length lapped over two trusses. !\" g ` ® Do not overload small groups or single trusses. No sobrecargue pequeiios grupos o trusses individuales. Place loads over as many trusses as possible. . Coloque [as cargas sabre tantos trusses tomo sea posible. Diagonal braces ! Position loads over load bearing walls. - every 10 truss spaces (20' max.) i Coloque las cargas score las Paredes soportantes. ' 10'-15' max. Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members " 10'-15' rtlax. same spacing as bottom chord lateral bracing Diagonal braces every 30 truss spaces (20' max.) Some chord and web members not shown for clarity. ALTERATIONS — ALTERACIONES i Q Refer W 6,r,6j_g.5_5ypgpuy-SbCPt_'Rim Ddmdglulobs ModifiraHo s and Incrallallon Frry . vea el lrssimel>&C519iPafiDs e3[asses.h] iflcacionesrat 0braxError s eJnslalasi4o i ® Do not cut, alter, or drill any structural memberof a truss unless { specirxally permitted by the Less Design Drawing. /.,•. l No carte, altere o perfbre rung6n utiernbro estructural de Jos i trusses, a mens que este espeditcamente permitido en el dlbujo c Tic rid disenn dr_, truss.. A 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 sohrecaigado durante la construcci6n o han sido alterados sin una autorizac16n previa dal Fabricante de Trusses, pueden redudr a eliminar la garanda del Fabricante de Trusses. DIAGONAL BRACING IS VERY IMPORTANT .i t iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! i NOTE: The Trus Manurachuer and in¢s Designer must rely on the fact that the contractor and sane operator (If applkable) are o- pable to undertake the work they have agreed to do on a particular project. The contractor should seek anY mqulmd assIstance regarding mnshxdon Pr akas from a ce npetent portY. The mettods and Precedums outllned are Intended to ensure that the overall mnstruccon tedmieves employed w10 rut (I= and roof Vuses into place SA MY. These mccaunerdallwn for handOng, Installing and bradrg wend tnases act based upon the 000¢tlw evperlence of leading technical Personnel In tin wood truss Industry, but must, due to the slum of respordb0itles InwWe0. be presented oMy as a (VIDE tvr use by a gwllaed Building Oesignar or ErectloMm6dlletlon Contractor. It s rot kneeded flat tlxse remmmendatlons be Inferyreted as superior to any design Wedfiotlan (pnoulded M either an AnWtetl, Engirlec, ted BuOdlrg Dedgner, the Erectbn/IrBmlbtlon Contrector or othemsse) for hamWg, Ir INg and bracing woad trusses aM R does not predWe the flu of otlw equNaknt metlrods for bracing and pnovldlrg smbniry for the wa115 aed o%umrls as may be detemdnxd try tine truss Erectlon/Installatlon eentractor. Thus, the Wood Tons countll of AmeNa end the Truss place InstlMe expresy disdalm arty rrsporMbliltY for damages artsl rgEfrRom th use, appllotlon, or re0arce on the remmmeirdatbn s an d In fo rm e0on mmalm!d herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise cane • Madison, WI 53719 218 N. lee St., Ste. 312 • Alexandira, VA 22314 6081274.4849 • www•woodtruss.com 7031683.1010 • www.tpbat.org - B7 WARN11z17 20050501 COMMON INSTALLATION ERRORS ERRORES COMUNES DE INSTALLCION ® Avoid installing bottom chord bearing PCT upside_ -down or reversed end-to-end. Evite instalar PCT que tengan cuerda inferior al revez o de reversa de fin a fin. Some Truss Manufacturers mark correct installation positions on the truss itself. Two examples of truss tags are shown here. Algunos fabricantes de truss marcan correctamente las posiciones de instalacOn en e/ truss mismo. Dos ejemp/os de etiqueta de truss estan mostrados aqui. STRONGBACK BRIDGING RECOMMENDATIONS REQUISITOS PARA PUENTE DE ESPALDA FUERTE 'Strongback bridging enhances the performance of trusses by limiting deflection and vibration. Install strongbacks at locations indicated by the Truss Designer or Building Designer. Strongbacks should be minimum 2x6, oriented vertically, spaced 10' o.c., and attached to walls at outer ends or restrained by other means. Puentes de espalda fuerte aumentan los trusses de rendimiento por limitar la deflexion y vibraci6n. Instale espaldas fuertes en lugares indicados por e/ disen"ador de truss o disefiador de edificio. Espaldas , fuertes deben ser un minimo de 2x6, orientados verticalmente, espaciados 10' o.c. y pegados a la pared o fines externos o comedidos de otra manera. Some Truss Manufacturers mark the truss with a recommendation for strongback bridging. One example of truss tag is shown here. Algunos fabricantes de truss marcan el truss con una recomen- daci6n para Puentes de espalda fuerte. Un ejemplo el la etiqueta de truss mostrada aqui. S1R0NGB CKiBRIDGING s"'r ty y4 JtECOM E DEtl OESPALD FUERTEt, RECOMENDADA` CONSTRUCTION LOADING — CARGANDO CONSTRUCCION - - Q Proper distribution of construction materials is a must during Q Position load over as many 01 Never overload small groups - construction. See BCSI-B4 Construction Loading, for specifics. trusses as possible with ` , or single trusses. Do not allow Distribucidn propia de materials de construction es una obligacidn durante construcci6n. vea BCSI-84 Cargado de longest edge perpendicular to trusses. . materials to lean against walls.' Construccidn, para especificaciones de carga. Posici6ne carga sobre to Nunca sobrecargue grupos pequer"tos de trusses solos. ` mas trusses que sea posible ' 'No permite que materiales se con la orilla mas larga recarguen en las paredes. perpendicular a los trusses. PAID 111111 .F SII ► ;+<NL' '•R by '.9" v This document summarizes Part 7 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United states of America. • ' 04Dq WOOD TRUSS COUNCIL OF AMERICA 6300 Enterprise lane Madison, WI 53719 608/274-4849 • www.woodtruss.com a TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 • www.tpfnst.org µ '} . g g Yg ry .. . Py1 pF ylg$9 tg; . y} y u Y c R` 1 71? f"., k ' 3 154' i 'a4"'P1F t Rb 6; `V9 Ri1B 7 r 1 CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Z Building dimensions match the construction plans. Z Trusses are the correct dimension. Dimensiones del edificio concuerdan con pianos de construction. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estan precisa y seguramente instalados. Q Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalacion Bebe tener conocimiento del plan de instalacion y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias tapas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-BS Summary Sheet — Truss Damage, )obsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. Vea el resumen BCSI-65 — Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- lacion. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Dimension de los trusses es correcta. Q Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredes de sostener son planas, nivelada y a la elevation correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra esta relleno, limpio y Plano. Q Ground bracing plan for first truss is based on site and building configuration. Planos de arriostre de tierra para el primer truss estan basados en el terreno y forma del edificio. Interior Exterior If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. Establish Ground Bracing Procedure: Exterior or Interior s Establezca el Procedimiento de Arriostre de Tierra; Exterior o Interior TCTLB /J TCTLB Bracing to wall or end jack for hip set I(/ AM imss nor ¢oom lana Iwml a Dracaa Ground am uw o« a m. Oroco , ! dingond ^k C grary o trusvo9 tl 14— First truss Gmund Wd r 3 y { D r . G, G daab . .z l ---- Wall bracing bOR • 0oar T bme .`Y . 3.' DO— Wam '%k 4 $Vul pum Bn>und I NaO: Samq Dod AHooar MOA nOw OdogO aaou VOaW End mono H.11— v W m W, MM —lam elOMae r" EXTERIOR GROUND v BRACINGt cP 1 TAROSTREtDETIERRAfEXTERIOR j• if I ERIOR-GROUND.BRACIN nERRA I OR G O p GIN TOk A SSE t"} A'RORE DE NLERIO A' R DE Rte. R70. A v 'R f H .?1w T.i .. Y. 'il:3 7 tb.:.1 +. ."`"✓S Ht,,,i IA5.1➢t01-Ajb!`.tY XSIJ'7ieiS+aS6k 6i`LrT.RY yi ' fly*.Y„ Y y! ` •.. _ i' •2, '!fi' # -F Ei -4, a .]. . •i. .Y. •d'Gi./ x .s."'..+w': y a F, ri :..'i'a ., .i°H..ri rt µ':AQ Calculate Ground Brace Locations 2 ■ Calcule Localizaci6n de los Arriostres de Tierra [ ( Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. Use la longitud de tramo para determiner el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. TCTLB Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cada cambio de inclinacion. TCTLB - 10" or greater Truss attachment required at support(s) Truss Span TCTLB Spacing Longitud de Tramo Es aciamiento del ALTOS Up to 30' 10' o.c. max. Hasta 30 pies 10 fes maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 les* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. [ ] Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. Tn Spa" . Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. Set First Truss and Fasten Securely to Ground Braces 3■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o como indique el disenador del edificio. Ejemplo del primer truss instalado. T!'TI R TCTLB TCTLB locations IMPORTANT SAFETY WARNING! First truss must be attached securely to all ground braces prior to removing the hoisting supports. & ADVERTENCIA IMPORTANTE DE SEGURIDAD 0 El primer truss debe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la grua. w. r • !' F` moi. 4 . Set Next Four Trusses with TCTLB in,Line with Ground Bracing v 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra }' Q Attach trusses securely at all bearings, shimming bearings as necessary: Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando sdlidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below ' 1 See options below q The three options for installing TCTL Las tres opciones para instalar piez& Option 1 Top'Nailed Spacer Pieces- - Opcion 1 Piezas de espaciamiento clavadas arriba I 27"+ '11/2" minimum end distance 1 %z pulgadas 22i/z" distancia de extremo 2 nails minima . - at every connection 2 clavos en cada coneccion 3 spacer pieces. de espaciamiento para ALTCS. Option 2 End -Grain Nailed Spacer Pieces' Opcion 2 Piezas de espaciamientos conectadas al extremeo Use 2-16d deformed shank nails minimum 22,/z" at each spacer to truss connection. Do not use split Use tomo minimo 2 spacer pieces. claves largos (16d shank nails) en cada coneccion No use pietas de de los espa_ ciadores con espaciamiento con el truss. t rajaduras. Option 3 Proprietary Metal Bracing Products Opcion 3 y - Productos de refuerzo de metal patentado See manufacturer's specifications. lea las ` especificaciones del tabricante. - Do not use split spacer pieces. No use pietas de espaciamiento con rajaduras. © IMPORTANT SAFETY WARNING! ® ' Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made.,`.... ' • O ADVERTEfNCIA IMPORTANTE DE SEGURIDAD Q Nunca suelte el truss de los soportes de la grua hasta que todos los arriostres laterales de la cuerda superior estcn instalados y el truss este conectado a los soportes. . uxsmr.-arn.,rt:r,uxxu,.:ntik9.n::w:agPl,'AS'.SUy',t+PM'*' t+••'r............ Q Every truss is made up of lumber,;connectorglates an care fully:executed - engineering design and manufacturing: ' • Cada truss esta hecho de madera„lamina de conneclon, y con ngeniena r X ejecutada muy cuidadosamente. Damage,;Jobsite'mod fications or'improper installation will reduce the` °”' strength of alruss. 'Contact,the' Truss Manufacturer or'a Design Profes ,' i. ional'to remedy thecondition:. n,, " ` "' ° z r M . + "` Ft r • 4 r.Dano; modificaciones en la obra; o instalacron impropia puede reducir la j Fortaleza de el truss: Pongase en contacto"con el fabricante;de los trusses "" Do not cut truss webs This condition- needs a repair.' t - a } . „a No torte a los miembros secundanos de trusses. t o,un profesional•de disen"o. para'remediar e! problema, x ' ,. r •} ' t- , t ,, •4 r . Esta condition necesita{una r`eparacion.` { FOLLOW THESE STEPS TO CORRECT DAMAGE; MODIFICATIONS`AND-ERRORS SIGA ESTOS PASOS. PARA' CORREGIR DANO, MODIFICACIONES Y ERRORES' 1•r,Report damage, alterations or installation errors to the Truss Manufacturer u ' '•.Examples of,6amage or:Alterations f immediately. Failure_to report hria,y:void any warranties.,. fjemplos de Dano a Alteraciones• 3 r L •;"it Reporte dano, a/teraciones o errores de,instalacion a el fabricante de los trusses t 'irrrnr aiatarhente. Falta de reportariopuede.poner'en nolo la garantra ,,{ cracked web %,'',. 2. `Do not attempt to repair the truss -without a Repair.Truss Design Drawing :(RTDD).from the:Truss Manufacturer or, a Design..Professional y : ' '' $ ti . °, Damaged plate Mt reparar el'truss sin un dlbujo de reparo_de el diseno de tr'u'ss (RTDD) .3 " - ;" . r xh .,iJe el fabricante de los trusses o un pro fesional de diseno *. " 3. Follow the RTDD exactlyand keep a co y ;,` p py,on hand; the Building' Official,•,4 rW Building, Designer or Owner may a"sk.for this document: w O Siga el dlbujo de reparo'de el diseno de truss (RTDD) exactamente y siempre° , ` r ten, una copla a mano; e! oficial deredlfiao, disenador„de edificro, u el dueno-w;tRemoved plate. ,j Drilled holeµ puede pedirlo en rualquier momento'” , F ,: 4 If -a RTDD is not for the exact field condition or cannot be accomplished; inform: + l " the Truss Manufacturer'or Design Professional, -"'rte ' ' #A "''uti ` ` Si e! dlbujo de'reparo de el diseno de truss (RTDD) no es para la condition exacta, o no puede ser.log'rado, informe el fabrieante de truss o profesional de diseno ( °> - < " r.; w ~ .' , q, : u•f ti µjh.n ' '' rt r i ry ` tea t+`'r rir Lt, ,1' l, y COMMON REPAIRTECHNIQUESY TECNICAS COMUNES DE REPARO 44, Q Plywood or oriented strand board,(OSB) gussets over damaged plates or joints. - } Examples of Repa rss • Madera contrk,hapada, u'(OSB) escudese' sobre laminas danadas'o ensambladura w Ejerriplos de Reparos ..` :' . f:Q .Metal•nail-on plates' r . s s b'w >y ° ;F• L f} ¢ 2 3 e• a V # r .i: ,,..V / y a 1 k i ti r, Nailed or . , : "c , . Laminas de metal ue se clavan ,: ,* , t: , 4' _ ( q ;w t ' `7 ressed plate P Q Lumber scabs or repair frames over, broken chords or webs TMr; '? ; k' Plywood or + ,OSB gusset Scabs de madera o armazon de reparo sobre•cuerdas o mrembros secundarrosJ cy . kp ) • g x e glebrados: ♦ (" r , ! r n Q Truss- plates applied by a`portable press •., ' ' w ' . + Laminas de truss -a licada3 Or"una rer)sa Ortatrl ;'There`,are no"standard".repair details they are.generated-on a case-by-case basis ,I No hay un "standard de detalles de re'paro;,son generados.en basis de caso por;caso ` , ":Lumber scab .y `BSRepalr20050501 r r• 4 t A.K. ' v e ; rz''. •ti v. ti x akt r r , tt+i r 1. ' '+ .. .. ..i = t. •. .. a Y•X Gable end frames contain vertical mem bers'arranged like ' & They may also,experlence,lateral loads All sheathing, bracing ' flat studs: They are' designed to transfer vertical load M a and connections must' be'designed. to,tmn'sfer these Goads safely -`16spinto the structure and foundation:, Armazonesde hastial contienen miembros tierticq puestos tomo sementales pianos. Estos on.dlsenados a :' Tambi6n llevar- pueden- > para transferir cargas verticales 4 car as laterales:' > ` r }frame' = t ' .' } _ Todo enfundamientor # Gable end J Armaz6n de nastlal y r i s'.' + , ' amo5b amient0 y, ; o connecciones tienen ;, que estar disen"ados ' ' •' " ' ° , para &gnsferir estas r 4 + cargas seguramente + « , V a la estrucfura * Continuous bearing wall Pared contlnua de coJlnete t =# rundaaof. r^ ` r s 4+ y ,DESIGN CONSIDERATIONS = CONSIDERACIONES DE DISENO, r There are anumber of.factors that go into a properly designed gs ' ' !} ,• . [ Examples of Gable End Frame Bracing., a itruss system; but the goal- Is,to'get the°lateral loads transferred ;' y 11 1 Ejemplos de'Arriostrarlmiento de armazon de hastral. safely into the wall and/or, the upper and lower-dlaphtagms Hay varios factores que entran en, Un sistema de truss disenad0 ` ' x Diagonal bradn and blockin Yw ,.y-NG '%S' L : :'s j i 9 9. ` apropiadamente, pero la meta es; que,lasrargas laterales k 4 s `' f = b by Building Designer ' ' fi. ? .+• Arriostrarnknto diagonal y bldpueado ,sean transferidas seguramente a la pared y/o las diafragTas . a pwddselfada de edfidv - superiores e inferiores " ' ; - , ' ' ` jr +#. { .' Gable end frame ti . j 'w` Roof diaphragm' . a k 4,4`' ,, OY Tn ss Designer C i' , Gable end f2me z r ' + it Diafra ma de to ado ,a+ - Armaz6n de hastlal xz vanass ca 9 J i Ar naz6n de hastlal por of diserlador de truss ., „ ' y ° s ✓ r.. s i. qr yY Horizontal L -reinforcement « " i i• . +. d required r WIND FORCE. 'Lugar de refuerzo-L ..FUERZA DE x ,.; Y, t,' r. f x ^•.: C ♦ xisa sf requierdo MENTO mf i ° " a * r • + r # r # '; :°r -k '' f i #' ` . T l,• '..jam t Frame -to -wall connectionFyce'l Sheathing_w:gr i a `•' byBuilding DesignerEnfundamiento ceiling diaphragm • . , c w 8 k Coneccibn de diaphragm. a,•..Didfragma detech0. ' .A_ - vr, , 't ' 3 r •e5in1CYL2 8 paredng Designer•'End wall; x.'•t ' rpt t .a ;J *' F•+ Ixx el dlseAador de edlfido ma de teChO t Pared de eXtremO i1' • t5r x l f ' '+. -;.e '.fes y L; ^} poi el Oisefiador de'edifido .a( - ~ r e,, .+• y ` e Blocking 6 Under designed systems can fail in a number e, ways y' + ,# , : r .. 6 .'.,t ..2 • ,. by Building Designer c Sistemas disenados bajo estandar puederi fracasar, en varias elogueando z „ 5 .t formas. por el dls War de edifido} a + Y:: " •, Roof diaphragm r a + r ! r ` Dlafrdgma de te)ado . b K ` • Gable end frame r r ' •.r t ,; by Truss Designer - '. rte• _ , Armazon de hasdal - # •. ♦ Por eldker7ador detr,tcs i HIGH WIND FORCE _ * :,t_ `I Excessive bow .In a• + r ' •-r ' , . tf yiT •FUERZAALTA DE . ' gable end frame 7 t ::. y- ~, VIENTO ` t.' Inclinacl6nexcesiva ++ ,' +• : " t h ? t' afx 4, . c 1f en los hasdales.' ; . ,,,, r ti c Connection failure between top + r t LFrame.to-wall connection r 1 r of wall and bottom of gable a * -byBonding of Blocking Bottom chord continuous lateral end frame.Ceiling and finish cracking and related serviceability « Conecrl6n cie Bioqueando ' ' s Fracaso de cronecrl6n entre la' 4z _ Issues (I—construCtion defects).', I J esYnictura a pared and diagonal braces t + -parte superior de la tired la Rendlfa en el fech0 o terrr,lnad0 y dSUlltOs,r : r x • ' poi el diseHador de edifido " i"rk + by Building Designer, P Y s cuerda Inferlor cntinua lateral it • r ; parte de el hasatlal. reladonados de uBlldad (pdr elemplp'defectos en la r r' i a y?a" ' « air ostramlen[6 diagonal , - construcd6n . . J Poi d dlsefiador de edifido B6Gable.20040401 TITLE 24 REPORT Title 24 Report for: y Mr. & Mrs. MICHAEL SNITKOFF 5T188 Medinah. La Quinta, Ca 92253' Project Designer: GABRIEL LUJAN & ASSOCIATES 45-175 Panorama Dr., Suite "A" Palm Desert, Ca. 92260 760.578.8545 Report Prepared By: SLO Santiago Lopez-Ocampo P.O. Box 1018 La Q u i nta, CA 92247 485-8927 CITY. OF to OUIN W'. BUILDING & SAFETY DEPT. APPROVED FOR CONST UCTION ^ATF 1WQ-LB Number: - Ig112007 F EB 0 2008 Date: C— 28/2008-- BY The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.4 by EnergySoft Job Number: Ig112007 User Number: 5732 TABLE OF CONTENTS Cover Page 1 Table of Contents ,'`^ 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 7 HVAC System Heating and Cooling Loads Summary 9 Certificate Of Compliance: Residential (Part 1 of 4) CF -1 R -Mr- _&_Mrs -_MLC A- F 1 SNIT EF ' Total Conditioned Floor Area: 243 1 /28/2QQ8 Project Title Existing Floor Area: n/a Date _511.8B_M.edinah.-La-Qu.i.nta Raised Floor Area: 0 ft2 Project Address Slab on Grade Area: 360 Building Permit # SantiagI pe7=OCampo Floor Area (760)48 -8927 Units Zone Type Type Plan Check/Date Documentation ALthor x,944 Telephone -Ener_QV -M CA -ChM atelone-15 Field Check/Date Compli ce Method Climate Zone TDV Standard Proposed Compliance kBtu/sf- r) Design Design Margin Space Heating 3.10 2.75 0.35 Space Cooling 117.41 107.17 10.24 Fans 16.83 18.84 -2.02 Domestic Hot Water 60.61 64.50 -3.89 Pumps 0.00 0.00 0.00 Totals 197.94 193.26 4.68 Percent better than Standard: Building Type: W Single Family ❑ Multi Family Building Front Orientation: Fuel Type: 2.4 ❑ Addition Total Conditioned Floor Area: 243 ft2 ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 (W) 270 deg Raised Floor Area: 0 ft2 Natural Gas Slab on Grade Area: 360 ft2 Fenestration: 01-A 1 AGuest House Average Ceiling Height: Area: 36 ft2 Avg. U: 0.39 Number of Dwelling Units: Ratio: 14.8% Avg. SHGC: 0.37 Number of Stories: BUILDING ZONE INFORMATION 28-A4 Guest -House # of Thermostat Zone Name Floor Area Volume Units Zone Type Type .ktvac_System 943 x,944 1_.0.0_ Conditioned--Setback- OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Roof Wood- 36b -0_025_ -EZ38_ _fRQ_0_ -0_x.8 Wall Wood- X53_ -0_0.9.5 R-15 X0_0_ 2709.0 Wall- Wood- x.9.5 -_095 -B_15_ JZO.0_ 0_ 9D Wall_ Wood- 15-0-095- -R-1.5_ _R_O_.0_ 9.0_ 9.0 .Door None_ 20 _0_.5.0.0_ -None_ X0.0_ 9.09.0 -Wall- Wood_ 177 _0_0.9.51.2,.5_ _R=0_0_X80_ 9.0 8.0 ft 1.00 Vent Hgt. Area 2 -n/a Gains Condition Y / N Status JA IV Reference Location / Comments New F-1 01-A 1 AGuest House New _0.9-A4 G.u.est-Rouse New _0.9-A4 G.uesLN.ouse New _0.9=4 Guest -House New 28-A4 Guest -House New 09- A4 -OR-A4- ❑ ❑ M ❑❑ ❑❑ M F1 ❑❑ F-1 F] ❑❑ ❑❑ F] F-1 ❑❑ F-1 F-1 ❑❑ F-1 F-1 F-1 F-1 ❑❑ Run Initiation Time: 01/28/08 16:08:30 Run Code: 1201565310 EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Page:3 of 9 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R Mr. & Mrs. MICHAEL SNITKOFF 1/28/2008 Project Title Date FENESTRATION SURFACES # Type Area U -Factor' SHGC2 True Azm. Tilt Cond. Stat. Glazing Type Location/ Comments -t- Wmdow_Re.ar(E)_ 9.a 0_390.MERC-D-3Z _NERC —9.0_ —90_ New MAWd_Class1 t n -F Vinvi—GuesLHouse 2 Window Rear (E) 9.0 0.390 NFRC 0_37 NFRC 90 90 New Milgard Classic Low -E Vinyl Guest House 3 Window Right (S) 8.0 0.390 NFRC 0_37 NFRC 180 90 New Milgard Classic Low -E Vinyl Guest House 4 Window Right (S) 8.0 0.390 NFRC 0_37 NFRC 180 90 New Milgard Classic Low -E Vinyl Guest House 5 Window Riaht (S) 2.0 0.390 NFRC 0_37 NFRC 180 90 New Milgard Classic Low -E Vinyl Guest House 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Tvpe SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Run Initiation Time: 01/28/08 16:08:30 Run Code: 1201565310 EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Page:4 of 9 Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap._ Cond. R -Val. JA IV Reference Status Comments Concrete, Heavyweight 117 3.50 28 0.98 0 26-A1 New Guest House / Slab on Grade Concrete, Heavyweight 243 3.50 28 0_98 2 26-A1 New Guest House / Slab on Grade Insulation PERIMETER LOSSES Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 33 None No Insulation 26-A1 New Guest House Slab Perimeter 45 None No Insulation 26-A1 New Guest House Run Initiation Time: 01/28/08 16:08:30 Run Code: 1201565310 EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Page:4 of 9 Certificate Of Compliance: Residential (Part 3 of 4) CF -1 R Mr. & Mrs. MICHAEL SNITKOFF ,Address: 45-175 Panorama Dr., Suite "A" 1/28/2008 Project Title Palm Desert, Ca. 92260 Date HVAC SYSTEMS Heating Location Type Minimum Eff Cooling , Type Minimum Condition Thermostat Eff Status Type Hvac System Split Heat Pump 7.70 HSPF Split Heat Pump 14.0 SEER New Setback OWN% • (signature) (date) (signature) (date) HVAC DISTRIBUTION Location Heating_ Cooling Duct Location Duct Condition Ducts R -Value Status Tested? Hvac System Ducted Ducted Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Water Heater System Name Type Distribution Attic Rated Tank # in Input Cap. Syst. (Btu/hr) (gal) 6.0 New Yes Energy Tank Insul. Condition Factor Standby R -Value Status or RE Loss (%) Ext. Rheem 42V75F Fury HD Small Gas All Pipes Ins 1 75,000 75 New 0.56 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Control # HP Type Hot Water Piping Length_ Add 1/2" In Plenum Outside Buried Insulation REMARKS This calculations supercedes all previous reports. SLO 01-28-07 COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Documentation Author Name: SLO Title/Firm: GABRIEL LUJAN & ASSOCIATES Title/Firm: Santiago Lopez-Ocampo ,Address: 45-175 Panorama Dr., Suite "A" Address: P.O. Box 1018 Palm Desert, Ca. 92260 La Quinta. CA 92247 Telephone: 760.578.8545 Lic. #: phone: J7J0) 485-8927 6pfwl eL- Ia JA 1 2& y b OWN% • (signature) (date) (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: (signature) (date) Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R Mr. & Mrs. MICHAEL SNITKOFF 1/28/2008 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies Jabeu ull 1110 aUvqucu y ui uie bpeaiai jubuncauon anu uocumentaaon suomia:ea. Plan Field The Roof "R-38 Roof Attic w/Radiant Barrier" includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manu I. HIGH MASS Design -Verify Thermal Mass: 117 sqft Exposed Slab Floor, 3.50" thick at Guest House HIGH MASS Design - Verify Thermal Mass: 243 sqft Covered Slab Floor, 3.50" thick at Guest House HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a pruvwcF ubufiy apprvveU Mbuny anu101 venncauun metnuub. Plan Field The HVAC System "Hvac System" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "Hvac System" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "Carrier 38QRRO183 / FV4BNF002" includes credit for a 12.0 EER Condenser. A certified HERS rater must fiel verify the installation of the correct Condenser. EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Paoe:6 of 9 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More..stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the, ENFORCE - permit application documentation. N/A ) DESIGNER - MENT Building Envelope Measures - § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. } ❑ ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). , § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ ❑ ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑ ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑• ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑X ❑ CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain ❑ N ❑ Coefficient (SHGC), and infiltration certification. ,, 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ , 0 ❑ . § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ - N ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation • ❑ 0 ❑ having an installed thermal resistance of R712 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150 -AIB or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑ ❑ and wind. - 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ . ❑ ❑ EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Page:7 of 9 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not applicable. ENFORCE - N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table' § 150(m): Ducts and Fans 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ 0 ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of luminaire has factory installed HID ballast. R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system ❑ ❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, that meets the applicable requirements of UL 181, UL 181A, or UL 1818 or aerosol sealant that meets the requirements provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or ❑ Q ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). tape shall be used. § 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are controlled ❑ ❑X ❑ 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed ❑ ❑X ❑ sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions Q ❑X ❑ . same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 in the cross-sectional area of the ducts. locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ® ❑ duct tapes unless such tape is used in combination with mastic and draw bands. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). ❑ ® ❑ 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ R El dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ © ❑ 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: ❑ ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ' ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table' ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ . © ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ Q ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are controlled ❑ ❑X ❑ by an occupant sensor that complies with Section 119(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the Q ❑X ❑ . same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Page:8 of 9 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Mr. & Mrs. MICHAEL SNITKOFF 1/28/2008 SYSTEM NAME FLOOR AREA HVac System 243 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent I I CFM I Sensible 324 6,097 567 437 7,320 0 554 491 0 0 0 0 0 0 0 410 -410 554 491 7,6141 567 F---778931 Carrier 38QRR0183 / FV4BNF002 12,792 3,102 10,618 Total Adjusted System Output 12 792 3,102 10,618 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pmt I Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 69.2 OF 85.9 OF 86.5 OF 4 Supply Air Ducts .01 Outside Air WA 0 cfm 85.7 of Heating Coil Supply Fan 600 cfm ROOMS 70.0 of 69.2 of :OOLING SYSTEM 11.0 / 77.6 of Outside Air 0 cfm 78.9/64.9 of 1% Return Air Ducts ' irstream Temperatures at 78.9 / 65.0 of. 58.8 / 57.7 of % Cooling Coil Supply Fa 600 cfm 59.5 / 57.9 OF — Supply Air Ducts Fan 60.3 / 58.3 of 49.0% R.H. ROOM 78.0/64.7OF % Return Air Ducts "I EnergyPro 4.4 by EnergySoft User Number: 5732 Job Number: Ig112007 Page:9 of 9