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Alta Verde - Pasa Tiempo TR 34243 (Plans 1-3)Bin # �''C C! City id La Quanta ` 3 3 9 Building U Safety Division U �- 33 y L P.O. Box 1504, 78=495 Calle Tampico . � OG " �% La Quinta, CA 92253 - (760).777-7012 ..Building Permit Application and Tracking Sheet Permit# 1 1 , Project Address: o_ eo r o Owner's Name: H N A. P. Number: Address: Legal Description: City, ST, Zip:' 9, 2 2- Contractor: k Telephone: G Q c S ae Project Description:. Address: City, ST, Zip: e; A a2 ct Q4- slelpp e op Telephone: 6 4e - o o; State Lic. # : City Lic. #: Arch., Engr., Designer: Address: vca, 4` H pie r City; ST, Zip: we a r.. Telephone: Construction Type: Occupancy: State Lic. #: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: - f—o o� , Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: X 7to o Estimated Value of Project: ti APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING. ' PERMIT FEES Plan Sets Plan Check submitted 9 Item Amount Structural Calcs. Reviewed, ready for corrections Oil Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance ' Energy Calcs. 2 PtgN- 2 PtAly- Plans picked up 0 Construction Flood plain plan Plans resubmitted Mechanical Grading, plan 2"" Review, ready for ecti s/issue 3 D0' Electrical Subcontactor List Called Contact Person Plumbing , Grant Deed Plans picked up 3 S.M.I. ' H.O.A. Approval Plans resubmitted Grading, IN HOUSE:- ''" Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P:P. Pub: Wks. Appr Date of permit issue School Fees. Total Permit Fees • 'I�Ans Ta �wzGr' S'glo) , pe6 SI2a10 7 � '�� 01 / G 5[K�lgHA'6Z1 9/ `" 1 k u��,tcv P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT 78-495 CALLS TAMPICO (760) 777-7012 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 To: Greg Butler, Building & Safety Manager From: Doug Evans, Director-CDD Permit#: 06-3395 To CDD: December 26, 2006 Due Date: January 02, 2007 Status: 2"d Review Building Plans Approval (This is an approval to issue a Building Permit) The Community Development Department has reviewed the Building Plans for the following project: Description: Address or General Location Applicant Contact: Pasa .Tiempo (SFDx3) 80-700 Avenue 58 Innovative Resort Communities (760)839-8238 The Community Development Department -finds that: ❑ ..these Building Plans do not require Community Development Department approval. ...these Building Plans are approved by the Community Development Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Community Development Department for review. Doug Evans, Director-CDD HE Date �y Schmit Engineering Structural Design To: Innovative Resorts Date: June 13, _2007 Reg: Pasa Tiempo Roof Truss Review - f This letter is in regards to the above referenced project. As requested, on- June 13, 2007, as the engineer of record, I reviewed the roof truss shop drawings as submitted by "Las Plumas Lumber and Truss Company". The shop drawings and truss calculations are in conformance with the structural drawings. It was noted that the truss design loads used, were less than that specified on the drawings. Based upon my conversation with the architect the ,tile used will be a lesser Toad than assumed on the structural calculations, therefore the loads used by the truss manufacture are ok. If you should have any questions regarding this letter, or need any further clarification; please do not hesitate to call me. Sincerely, •Q�o�E,,/0/ Q _ k John J. Schmit No.35417 0 R.C.E. #35417 OF CA t a i 1965 Rohn Road, Escondido, CA 92025 (760) 743-0592; 1 rj ti* Schmit Engineering'',.. Structural Design To: City of La Quinta Building &Safety Department - Date: December 8, 2006 Reg: Pasa Tiempo Roof Truss Review Thisletter is in regards to the above referenced project. As requested, on December 7, 2006, as the engineer of record, I reviewed the'roof truss shop drawings as submitted by "California Truss Company, Inc.".. The shop drawings and truss calculations are in conformance with the structural drawings. If you should have any questions'regarding this letter, or need any further clarification, please do not hesitate to call me. Sincerely, Q�pFEssrp,�� /( LU No.35417 % .0 097, John J. Schmit R.C.E. #35417 OF CA1.XF��� % �c✓°/OG 1965 Rohn Road, Escondido, CA 92025 (760) 743-0592 CompuTcus.:�nc- M(NUFACTUAING !'ENGINEERING'- COMPUTER SYSTEMS ' 10370 Wemet St.., Suite 200, .Riverside, CA 92503 • (909) 343 1302 .Fax (909J 343 3.180 DATE: APRIL 4.2004 ALL CUSTOMERS. SUBJECT: TRUSS PLACEMENT PLANS :.Effective May 1,. 2004,:.the County of Riverside .Building and. Safety Department will no longer require --:,a professional engineer's .'seal on truss placement plans. The miss -design pa:ekage will be reviewed and °approved by the. project Engineer. of Record As .a " shop drawing package". This applies to all projects applying for permits o" -,or-after May` 1, 2004: Please see the enclosed -memo forAdditional details: This change of policy by- the .County of Riverside was a.:direct result of the local chapter of the California Engineered Structural Compohent Association (CalESCA) working'. in 'conjunction*. with the Wood Truss Council of America (WTCA). Both organizations efforts in . seeing this through are greatly appreciated. If you are interested'in more information or about joining the aforementioned organizations, please' contact WTCA at 888486-8432. If 'you. have any questions regarding ..this policy change please .contact C-omp.uTrus; Inc. Enclosure: Memo from the Cow' ity of Riverside r Y COUN " F. RIVERSEDE, - TA"SPQATATIONAND LAND MANAGEIMIENT AGENCY Building. and Safety Department i •Ja -DATE: Mati h A 2004 TO: Regional Office Supervisors, Building and Safety Staff; -.and Design FROM: Brad Fagrell, P1E., Engineering Division Manager SUBJECT: Engineering Documents. for Prefabricated Trusses Effective. -May 1,- 2004, this department will -no longer consider the "truss Iayoutplan" ;o>' placement plan" as an engineered framing plan. This memo -will apply to all projects applying for or after May 1, 2004; Truss packagesmay be considered as deferred submittals per section 106:3.4.2. of the 20011dE building permit can be issued without the truss engineering package. All constmctio'ddocunienl these prefabricated trusses shall include information necessary design - sorry to each truss as. ajn-e component design on .the building -plans sieined by the Enlneer Of Record. The truss Ocl stibinitted as a shop drawing .package" after the engineer of record verifies the aomplidn6 ';provisions .of the approved building plans..Following are -the various submittal requitemen6. kART—I Information required to be included in the building plans (signed by the engineer of r.EQy v and utiliziu gine e willI with i` The truss &amines b plan, which is to' be confused wish -the layout plan normally p� fovisions :.by e truss company, shall show the locations of all the various�eo_nfiguratioris of trusses used: Jshall include; but not be.limited to the following:. t - E l.. Spans in ieatin9 the distances between outside su orts orlon with dis 4 pp g takes tci th ter f . interior supports 'if interior supports exist.. 2.. -Design loading (DL, iL, wind, concentrated load, equipment weight, drajforce et►) 3. Identify all structural connectors required (bangers, hurricane anchors, etd.) If 4. Note on plan : "Truss design drawings sealed and wet -signed by a registered eng.irte - sPiall e. submitted to the Engineer of. Record (ER) -for review and approval. The aigin er OfReco d will then place 4-shop drawing approval stamp and-siguature on the plaeem utplad aiia submit = the building department for record purposes prior to the framing inspection. Administration, 4080 Lemon Street, P.O. Box 1440, Riverside, CA 92502-1440, 909-955-2000, Fax 9.19.7%' 5-2023 PART —II f P'refatrcicated trriss: i ' Conventional ligh-t�-frame construction shall comply with CBC Sec.'on 232 . Prefatbricated misses maybe used for buildings incompliance with this section of the code, vy there s no' ` deviation that would require engineering Such framing plans need not be � si�riecl b � gi Pr i€essionaL The'truss package shall meet the requirements set in PART — IQ below. i PART —III ; Rega cements for truss en.gineering.packages. t • -The package shall include: - 1.. -A:certificate issued by an aplsroved quality control agency vehfying i the tru s -manufacturing facility is under their audited quality control pr.gram i e audit f `production is per section 2304A.4 and must be made at least gtiarterly; . 2. -Notes stating that each -truss shall be legibly branded, marked or o ' ; 'se ha. e _ -permanently.affixed thereto the following. information located withal eet of C Le :center of the span orL the face of the bottom chord per section 2321.3 v-V 201 CDC: Identity of the company manufacturing the. buss The design load ' The spacing of the -trusses * Each aril every sheet of the trussdeliSn drawin s, excluding layout plant shall Ile" ped d wet -signed by the tniss design engineer. I t ..# If the seals and signatures are placed electronically as a part of a compp ter file, }s eh prin truss dbsigu drawings maybe accepted with a single cover sheet -sealed ind wets ed•bv the e . truss d:esr�n..en veer. The cover sheet shall include the.following statement,17 e bound truss designdra Navin an electronic seat and si ou ea h page have been reviewed aad_ aporoved by the truss design enein ac.iririie .tm.hv r .q = etllneer's seat and wet si�riature on this cover pie This review land apb>• solely to the attached truss design draaring pages that are bound toQettier' .These- guidelines will help to clarify the responsibilities of professionals.involvedn. the p cot ctian documents and ii-will streamline ilie permit approval process: i ion: af 106.3.3 IO(L4.1. FeSZOM integrity will bc7inkint'i"d where penetrations wit! be '.4113de for eiwWmL-mcchimicalI plumbing umbing and communication conduits, pipes and sinular systeam 6 X06.3.3.1 IPOr$FWTubtkxckoo&. Plansandspec*auonx fOrthe c4fistOuctiol; alteration oraddition to any building owyvA. 'et IMsedorrooedbyaltYPUbUc=hooldfs&ldshabe=bmivat, die Divirl~fAe Stare Ardatec4 0 gjL-e of Regulatbn Se,.i CAfbrrrvkwandappWaL JWCEMON: UPOn&WUM4l$ubM&dox AWrften-qu-tby A A PMkc(JoaAOi6d dw-D A bydtirsubsectionAaa c &1 Ae A VeafuvdOns MY be nAmUMd to the swe ndaytorlreoppmpriatcloculaulortnaybesuh- C nd*%txmady go such kcaly"Oodot Z06.3.3.2 .(For SFAq -MOMWe Galls artdparddons. Plans or CA Agramrshalfbesulimitted go the "$forcing dgency for approval before the k4stalladon of, of rearrangement of, any movable wall Orpard&x In any oacupancy Approwd sh-H be granted only if dt&e is A C ZM-3.3.3 [For. A SFMJ Mete. cdMOV460n high-rise- buildings. C I. Complete plans or specifications; or both, shall be prepared C cowering all work required to comply with new construction high- c rise buildf4gs.-Sucitpians and-speaficationsshatIbe submitte4to the enfori:bw.agency -having jurisdiction. Z All plartc tiro! sPectficaripns shall lie A aredunder plans re- C sponsible-diarge of an architect or a civil or 'truc. 4 engineer C. auzhorized by law to develop conr&uctjo,� lural and specift-a- C Atimi4oi'bybothsu�-,harchii;-a4nd-engin " - eecHansafid-specifica- i- dams- xhaffbe Prepared by an engineer duf�..qualfied in that C brunchofawinecringnec='ary" A. toPerfOrmsuchservices.Admin- cft isdon qffhework- of construction shall be under the diarge of A C the responsib . le architect or engineer except that where plans and .0 spediwcations involve alterations or repairs, such 'work of con - A XMXtibn fti4y- be administered - C P� by an engineer duly qualified to A OMsuA 4ervI!cesaadhUIingav C alacerdficateundef-Chap- A W 7 (comien with Section 65700) of Division 3'of dj4 C CU19 A Busin=4n.dprofes-SiOnSCD&f*rPelforittanceofservicain,dwi- C branfh Ofenginwring'n which saidPlans-APecOcationsandesti- A C A mates and work .of cminicrion are applicable. c' 7hissecdon-shalf not be constiwd asprevert ling the design of CA fVC-cUinguiuhing'systow by persons holding a C-16 . license is- p r Business and -Professions tcod�_ rn siuh * instanced however, the responsibility charge ophal-, A-SectionAa,P10ail. Nc .0 'Ezistiiig -high-rise -buildings. .1. Com- Oc P amor specifications,.or both, shall be prepared covering A all Work requirv�j b $eCijonj 4# C Y .3.zi (hrotigh 403.25, late 24, CA Code of Reguiarionj or existing high-rise buildings: C A SUCIL Plant or specificadons shall be submitted to the enforcing C A agency haWngjurisdiciion, A C Z When new construction is required to. co*rirrwith dwpro- CA visions of iliesieregulations, complete plans or specifications. or A botk- dwfl beprepa-re4 in.accordance with fhepro visions of this C A subsection. As usedin this section new construction -'Lisi not in- c ' tended to aClUdC _MP4lrJ, feVacmnmts or minor alterations A which Jonot disrupt or appreciably add to or affect the structural C A aspects of the Building... 1063.4 Ardutect- or iingifteer of record. .106Z.4.1 Geacial,. When it is required that d6caments be pre- pared byUarchitect orengirie6i, the building official may require the -owner to engage and designate on the budding pe' rutil applica- 200I.CAUFOR14A tion an architect or engineer w6 shall adas.' the atchi t ire. ta no" of record. If the circumstances cc ' _ the awn . qu designate a substitute ardtited or caginmr of yccGrj q perform all ofthe duties "iced ofthe odgidalaw.hit�c, trees of`record The building official dmU be m[ofikiod.imi the owner If the irecordarchited.oringincerof record . able to continue to perform n ' . n4&1 the datii:s. IU- architect or engineer of record shall lif respo Viewing and coordinatitta. aft- submittal dbcdmnfs ple# Oth"s. fnpluc6g 6knedsubmittal items, f4 compaqbili the design -of the building- .1063-4.2 De(eq-edsubmJftL-_ FortheputPosesof . deferred:submittats are definedas those porddnsofthe esi are not submitted at the true of the - tic�ati4naudth a, submitted to the Winding official =-a k spfdfied P Deferral ofany submittal item shall -have rtorappJava building official. 'nte architect or engineer record record sWI deferredsubmittaLs ' on the plans and shall submit the d4.r-n mittal documents for review by the building official.. SubraftW documents for deferred submittal** item sliali I mitted to the ambitector crigine"ofrec4ird wito shall reviei and forward them to the building officiat with a notatifm L m9that the dchrred submittal documents han been review that they.!Mve been found to be in general c"rrnanCc 3i desigaofthe building. The deferred EZd-boents. haji txmi items spall ia5talkd until-theirdesign-and submitta proved'by the building officiaL 1.063-5jwpecliou and observation prvggragr, Wea I i nspection-is-requimdbySecdonl70l,(heatchit6dor4li - -record shall ptep are an inspection program that shall belsuib: to the building; official- for approval prior. to 46ance o.166 ing p", mit. The inspection program shalldesi ate the "e 1, the work that require special inspe -aion and'die narn the individuals or films who are to 404.I pctformIthe spcc:jal ii tions, god indicate the duties of the special i 1 fispec(Ors_* T'he special iuspect6r shall i * �d employed -by the owncl*jhc neer or architect of record, or an agent of the; owner; Out n contractn r or any other perso a. responsible fot the wo4- Wheirstiuctural observation is iequ.ired by Section 1 02,1 spec tIOR-PrOgrarn shall name the individuals 0 perfo ff*n structural 'obsecva . tion. a . ad describe g, construction at -which structural observadoi Ucinspection program shall indude -sampt6s.ofi ports and provide time limits- for submissi6rr6fI{epor"- 106.4 Permits. Isstian m. 1.06.4.1 issuarim Theapplication, plans. p0ta.t.jons*and other data fikd by an applicant raperrbitish reviewed by tli6ibuilding official. Such y flor plans Iv, -be reviewed by other.depirtmcfl&.Of this jq4sdicti4D-. - in "a dance with slate law, -11e4M, and Safety Codt section 1314 occupancies regulatedby 4ke Sta (eiRve Marsh#1 in compliance with any applicable laws under ificirju ,the banding official finds that the workd'escribedinanaW foraperinitaud theplans, skdfications and other'data with conform. to the requirements. of c6deiind oche Laws and ordinances, and that the fees-specided in S '0 have hem paid, the building offic W. shall issue PeMuiic herd the -applicanL When the building official issues the permit ?Nhere plims quired, thd btinding official shall endorse in %4riting o 1sti4 plans and spocifications.APPROVED. Such appfo%�cd plaW specifications shall not be. changed, modifiedlor alterqd wi way 6hall tagi- igby ir re- d by. with tion, that tobe of the ;t* the Sub- sub - hem icat- I and.' the )t V' t.ap- - !rot itted kild- LS of Sof io- :16 of- , re- A in. ` c .- A 4. _-C tion ere- cient - 107 )e to re - the and tout I SREPORTTM E R-4211 Reissued January 1, 2003 ICBO Evaluation Service, Inc. 5360 Workman Mill Road, Whittier, California 90601 - www.icboes.org Filing Category: FASTENERS —Steel Gusset Plates COMPUTRUS TRUSS PLATES COMPUTRUS; INC. 10370. HEMET STREET., SUITE 200 RIVERSIDE; CAUFORNIA 92503 1.0 SUBJECT CompuTrus Truss Plates for Wood Trusses. 2.0 DESCRIPTION. 2.1 General: The. CompuTrus'Truss Plates are flat steel plates designed. to connect wood truss members. The plates are .manufactured from galvanized steel and come in various lengths and widths, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be submitted to the building official for trusses using truss plates described in this report 2.2 Materials. - The CompuTrus truss plates are punched from No. 18 gage [0.0454166h (1.15 mm) base metal thickness] and No. 20 gage [0:0375 inch (0.95 mm) base metal thickness] 060-galvanizedsheet steel complying with the mechanical requirements established in ASTM A 653 SQ Grade 33 or higher. Each plate has 9.4 teeth per square inch of plate; each tooth is approximately '/3 inch (8.5 mm). long and approximately 0.106 inch .(2.7 mm) wide. The teeth are punched in pairs; with each pair spaced'/, inch (6.4 mm) on center along the width of the plate, and 0.85 inch (21.6 mm) on center along the length. Altemating rows of teeth are staggered 0.10 inch (25 mm) from adjacent rows. The "CN" series plates are identical to the "C" series plates, except that every third row of teeth is omitted. Plates are 0.85 inch (21.6 mm) in length, and are available in widths of. up to. 12 inches (305 mm), in '/Z inch (12.7 mm) increments, as required by design. The plates are- applied to truss members in pairs, with one plate on each face of each joint, using a -power press constructed in accordance with the manufacturer's specifications. See .Figure 4 for details of plate dimensions. 2.3 Allowable Loads: Tables 1, 2 and 3 provide allowable lateral loads, tension loads and shear loads, respectively, for -the CompuTrus truss plates: These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1- 1995 standard must be supplied to the building department when this is requested by the building official. 2.3.1 Lateral Resistance: Each CompuTrus truss plate must be designed to transfer the. required load without ekceeding the allowable load per square inch of plate contact area, based on species, on the orientation of the teeth relative to the load, and on the direction of load relative to grain Design' for lateral resistance must be in accordance with Section 112.1 of ANSVTPI 1-1995. Table 1 provides allowable lateral loads for the truss plates. 2.3.2 Tension Resistance: Each CompuTrus truss plate must be. designed for tension capacity, based on the orientation of the truss plate relative to the direction of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads for the truss plates. Additionally, the net section of the truss plates for tension joints must be designed using the allowable tensile stress of the metal, adjusted by the truss plate tensile effectiveness ratios . shown in Table 2. 2.3.3. Shear Resistance: Each CompuTrus truss plate must be .designed for shear capacity, based on the orientation of the plate relative to all. possible lines of shear. Design forshear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 shows allowable shear loads for the truss plates. Additionally, the net section of the truss plates for heel joints and other joints involving shear must be designed using the allowable shear values for the truss plates, adjusted by the shear resistance effectiveness ratios shown in Table 3. ZIA . Metal Plate Reductions: Several allowable4o' ed reduction factors for the metal. plates, when they are applicable, must be considered cumulatively in the design of truss plates used in fabricated wood trusses: 1. Allowable lateral resistance values for -the CompuTrus truss plates must be reduced by a strength reduction factor, -QR, shown in Table 4, when the plates are installed in lumber by means of a single -pass, full - embedment roller system having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations.of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. When trusses are fabricated with single -pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strengthreduction factor from this report 2. Allowable lateral resistance. values for the CompuTrus truss plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateralresistance values must be reduced by 20 percent when the CompuTrus truss plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fahricatinn REPORTS' are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed as an endorsemenr of the subject of the report of a recommendation for its use_ There is no warranty by lCBO Evaluation Service. Inc.. express or implied, as to any finding or other matter in this report or as to. any product covered by the report :opyright O 2003 Page 1 of 5 Page 2. of 5 ER-4211 4. Allowable lateral resistance values forCompuTrus truss plates installed at the heel joint of a fabricated wood truss must be reduced by the heel. -joint reduction factor, HR, as follows: HR = 0.85 - 0.05(12 tan 6 - 2.0) where: 0.65sHRs0.85 6 = Angle between lines of action of the top and bottom chords (shown in Figure 3). Wherethe top chord slopes are greater than 12:12 (100% slope), this heel joint reduction factor is not applied. 2.3.5 Combined Shear and Tension: Each CompuTrus truss plate must be designed for combined shear and tension capacity; based on the orientation of the truss plate relative to:the directions of loading. Design for combined shear and. tension must be in accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Truss .plates designed. for axial forces are only permitted as splices. in the top and bottom chord when the splices are within 12 inches (305 mm) of the calculated point of zero moment Design of truss plates at splices in the top and bottom chord thatare not placed within 12 inches (305 mm) of the calculated point. of zero moment must include combined flexure and axial stresses. 2.4 Truss Design:• Plans and -calculations must be submitted to the building official: for the trusses using truss plates described in this report: The truss design must show compliance with the code and accepted engineering.principles. Allowable loads for the truss plates may be increased for duration of load in accordance with the code. Calculations must specify the deflection -ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a minimum, should be specified by the design engineer 1. Truss span, spacing, and slope or depth. 2. Dimensioned tocation.of truss joints. . 3. Model, size and:dimensioned location of truss plates at each joint 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top. and ; bottom . chord live and dead loads, concentrated loads and their locations, and'controlling wind or:earthquake loads. 7. DesigncalculationsconformingtoANSifrPI1-1995and any adjustments to lumber and truss plate allowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabricatorthat.has an approved quality assurance program covering, the wood truss -manufacturing and inspection process in accordance with Sections 2304.4.4 and 2321.3 of the code and Section 4 of ANSUTPI 1-1995. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full -embedment rollers; or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press or, if the adjustment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum-1'84rich (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset, before passing through the roller press, by striking at least two opposite comers of each plate with a hammer.. 2.6 Identification: The CompuTrus "C" Series plates are embossed with the designation "C-20" or'C-18; for the No. 20 gage or No.18 gage plates, respectively. For the "CN" series, the No. 20 Rage plate is identified by the designation `CN-20" embossed on the plate, and the No. 18 gage plate is identified by the designation "CN-18 " 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSUTPI 1-1995. 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses described in this report comply with the 1997 Uniform Building CodeTM '(UBC), subject to the following conditions: 4.1 Plans and calculations are submitted to the building official for the trusses using.truss plates described in this report. 4.2 The truss plates are designed to transfer the required loads using the design formulae in ANSUTPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building departmentw.hen this is requested bythe building official 4.3 The allowable loads for the truss plates comply with this evaluation report 4.4 Truss plates are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed in pairs on opposite faces of truss members. 4.6 Trusses using truss plates described in this report must be fabricated by a truss fabricator' approved by the building official, in accordance. with Sections 2304.4.4 and 2321.3 of the UBC. 4.7 Allowable loads shown in the tables of this report may be increased for duration of load in accordance with the UBC. 4.8 Overpressed truss plates are not permitted.. Overpressed plates occur when the truss plate is. . embedded into the lumber more than one-half the plate metal thickness. 4.9 Allowable loads shown in the tables of this report are not applicable to truss plates embedded in lumber.treated with fire -resistive chemicals. 4.10 When a one -hour fire -resistive rating is required for trusses using CompuTrus plates, see evaluation report ER-1632. This report is subject to re-examination in two years. Page 3 of 5 ER-4211 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATESI-2 LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF.PiATE PLATE MODEL Species Specific Gravity AA EA AE EE Allowable Load Per Ptate3 (pounds per square Inch of plate contact area) Southern yellow pine 0.55 206 151 113 108 C-20 and C-18 Douglas fir -larch 0.49 206 I51 113' 108 Hem -fir 0.43 161 137 110 104 Spruce -pine -fir 0.42 161 13.7 ' 110 104 Southern yellow pine 0.55 132 118 102 113 CN-20 and Douglas fir4atch 0.49 132 118 102- 113 CN-18 Hem -fir 0.43 106 , 109 114 114 Spruce -pine -fir 0.42 106 109 . 114 114 •. a 1vj_U- _ V.e7 Sr a. !See Figure 1 for a description of plate orientation. 2Valuea are determined using the gross area method 3Truss platesare installed in pairs on opposite faces of truss members. TABLE 2-ALLOWABLE TENSION VALUES'AND TENSION EFFICIENCY RA710S FOR COMPUTRUS TRUSS PLATESI PLATE MODEL - DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE2 Allowable Tension Load (pounds per lineal Inch per pair of plates) Tension Load Efficiency Ratio C-20 1,310 942 0:63 0.46 CN-20 1,514 937 0.75 0.46 C-18 1,619 1,080 0.62 0.42 CN-18 1,859 1,220 0.73 0.48 ' nor S1: 1 Winch = 0.175 N/mm. ISee Figure 2 for a description of plate orientation. 2The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth.were sheared during plate fabrication. TABLE 3-ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES ' DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0' 30'. 60'1 90• 1 120• 1 150' Q• 30' GO' 9o' 12o- ISO - MODEL Allowable Shear Load (Pounds per lineal Inch per pair of plates) ' Shear Load Efficiency Ratio C-20 609 720 1,106 801 423 506 0.49 1 0.59 1 0.91 1 0.66 0.35 0.42 CN-20 610' 696 1,045 7;8L587 486 0.50 0.57 0.86 0.61 048 0.40 C-18 702 732 1,241 1,04'15 578 045 0.46 079 066 00.37 CN-18 647 787. 809 8603 508 0.42 0.51 0.52 0.55 0.45 0.33 • va ✓a. i w!/rn{iLL - u.l /J Munn. TABLE 4--ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Q,r, FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM-I84NCH-DIAMETER SINGLE -PASS' ROLLER PRESSES ' .PLATE MODEL LUMBER'SPECIES ' SPECIFIC GRAVIW OR C-20 and C-18 0.49 0.96 0:50 0.96 CN-20 and CN-] 8 0.49 0.87 0.50 0.87 •ate �_-rc .a,"w w. puu g w urc v-arue: u.y7, acove, apply to ail wood species combinations having an average published specific gravity of0.49 or lower, the QR values corresponding to the value "0.50" apply to all wood species combinations having an average published specific gravity of 0.50 or higher The QR values shall be applied to all platelwood orientations described in Figure' 1. . Page-4 of 5 LOAD s� o 000 0�0 D o s o 0 0 00 00.0 a o • o 0 0 . 0 0 0 0 0 0 o c o LOAD AA Orientation t LOAD ' DDOflOea�D� DDOaD�DO . . D6G�a�DD DD�a1�CD00 M, i EA Orientation ti ER-421T LOAD . AE Orientation EE Orientation FIGURE 1--PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES Length. Width Ma=0 o ERo 000.aoc o 0. oo 00.00 0 0 0 ' aaDOaa�ODD OflaiaaaDDDaD ' �, ��DaaoDa oa�aoaaaaD Jo aDaa�oa030A- 0D Ir A61b, AM 0' Plate Orientation 90° Plate Orientation FIGURE 2-PLATE ORIENTATION FOR TENSION VALUES . FIGURE 3-HEEL JOINTS TO WHICH THE REDUCTION FACTOR HR, APPLIES ER-4211 LONGITUDINAL AXIS TYP. 25' 106" .10* 35' .5' .10, .85' .35' -5- -25' CEE) MODEL CN-20 I CN718 106' .. . ............. ........... . .. FIGURE 4--COMPUTRUS PLATE DIMENSIONS MODEL C-20 I C-1 8 WIDTH Typ. "figs" safety alert symbol'is used to attract your "attention? PERSONdLSAOLI/EDl When ``fou fee this symbol BECOME ALERT`. -HEED ITS JlVIESSAGE r - CA-,I At CAUTION �identfies safe operating 'praGt ces or indicates unsafe corilditions that could; _ result':ln personal iirjury, or ,damage tg structures: where >ranure,torouow instructtons or fieeawam� rng ylraJl most likely tresult rt: serious persona) y trijutdeath or damage tostructu�es 1WARNING ,A -WARNING Adscribesta con iitibn where failifure�to:followstructions could result in si vere e951 an u or dama a to structures: H[B 91.. Summary Sheet R COMMENTARY and RECOMMENDATIONS for + HANDLING INSTALLING & BRACINGMETAL ..TRUSS PLATE INSTITUTE ' 583 D:Onofrio Dr., Suite 200 , PLATE CONNECTED WOOD TRUSSES © Madison, Wisconsin 53119 (608)833-5900 Itisthe resAonsibi6tyoftheinstallerfbuilder. building contractor, licensed contractor, truss industry, but must, due to the nature of responsibilities involved, be ,' erector &br: ectwn 66ntMct6rj to properly receiver unload. store. handle install and ' ` p p y presented as a guide for the use of a qualified building designer or installer Thus,;. brace nietal.plate connected wood trusses to protect life and propertv:.The installer the.Truss Plate institute, Inc. expressly disclaims any responsibility for damages.,` mustexercisethesamehigh* degreeofsafetyaware nes_saswith any otherstrucfural arising from the use, -application, or reliance'on the recommendations Od,3: material TPI'does not intenifthese recommendations to be""interpreted as'superior' information contained herein bybuilding designers; installers, andothers.'Copyrigbt to the project Architects or'Engineees design specification for handling, installing © Iiy,Truss Plate. Institute, Inc. All rights reserved, This document .oi any part and'bracing wood trusses for a particular roof or floor. .These recommendations are thereof.must not:be reproduced in any form without written permission of;ahe based upon the collective, experience of leading technical personnel in the wood publisher. Printed, in the United States of America.. � At ION Tt ebuildet,buildtngconfractor;hcensed CAUTION: Alltempor- ,y. tacingshouldbe� oless`' (Contractor,erectorgrerectioncontractoris"aidvii ed than �x4:grade marked Iuml�er� All �orinectioris } to obfam and•read'the entire Booklet "Commentary should be, made'with min+mum of 21_ nails A"' ,. and? Recorrrmenda'fions .for Handling; Installing xrusses assumed 2 on. enter ortesa All rrtuwl� ply B aei g�Metal Plate Connected Wood Ttusses,.H1B= , trusses should be connected. togetfier in :acd'or as ,„ 91;� fcorri the;Truss<µPlate Institute . > dance with design dr'awmgs prior to-instalTa[ione , _ x r TRUSS STORAGE CAUTION Tresses hould°notbe - jinloaded on rough...' fetrain or un f even•surfAces which could cause damage to the truss: Y: 2 , n' CAUTION: upported:c isses-storea norizontanylsnouia De docking to prevent excessive lateral. ssert-moisture gain <� t 4NARNING Do not'break bandlng.untllkinstallation DANGER: Do riot stove bundles uPrtghf unless;; begins Car.e: should. be exercised m banding, rep properly:braced.-Do notbreak.bandsuntllbundf , �mavatto.avoid shiftin .of -individual trusses. ® . ._ _ .. ..are: laced rn aystable- h.onzontal os jopp DANGER: Walkin on -trusses which are l in flat l VI/ARNING¢ iDo not lift bundled trusses by_ the g y 9 l bands'. Do not use• damaged trusses. is extremely dangerous and: should be strictly . , rohibited - r Frame Las t�� 3 ..s "a-7'`-++ tt; *�}"'+mac'.'("..ir}K'•"rt ..txt �.+.-,rS''s u , "•t". _o '.}i s r ti -' +;x .,. a - - tr•. ^:I ti _ VYARNING 17oynot attach cabiesk chains ` or: WAR-, 56 not Ilft singletrusses lluithsp2lns 'b't+✓'+.,j.s.:- ; =tooks,t`ottheKweb members � •- � �� � • � �� w # greater,tfaan 30 by the peak, r ,. f .. _ t .v ��a x ... .. � t 3 , ..�..a MECHANICAL % f„o less 60' INSTALLATIONor less ' i Ij ! Tagj'; APProxlmatelY;> Approximately Tag �" Line' F '/z truss length 1/2 truss length Line Trt ss spans less than 30'. Spreader, Bar 4 Toe:ln Toe In Approximately - r < ,'/z to 7ii truss length Less•than or equal to 60' .. ' Tag • i ,rt Strongback/ s SpreaderBar , r Y'. I 'ApproximatelV ' r'i ^ r �'i to �/,truss length � ` _ , :a--;• ,'Greater than 60.E r 4 t r Line ; Tag Line Spreader Bar , ' s t x µ Strongback/ ►� - � s•reSpa� . -.To' In t` . � 1 s' v .!k: At or above Ott` mid height l 'i � IE rAPProxlmatel Approximately �. y y f f ` Y r+ ' ;'to i'i truss ten ih ` .». e a I t. 3/; truss length i tiii 1 .+ ii r r�..( x�Less than..or equal4o 60' Tag Tag Greater than 60 * 7 art u4 1f t Line t1,y n Line CAUTION 'Temporary bracing ho"wn.` in this surnmar• ry��rr `sheet' is' ade`(ry��roate°for thesinstailatiiin of. �X '3 { +2� t :� 3 ':sue,. .':Yr Kam,: ^Y- '71.. Y F,• '4::,:., i' 'a y� r trusses, with 'similar fconflgurations Consult a, registeretl-professioal engineer :if a different: " �� - ' ' t z, " " �}.:. �`.' � .� ." :✓ :,u .'.: l xxM ,. a N.� -�>r U...; -�` " t k <' bracing arrangement is desiretl Ther engineer mad design" bracing,!in�ait6dfdance with TPI is> .• ,`, • , r.Recom'me�rJed,Design Specrficatrofi„for Temporary Brac�ng�'of MetalaPlate} Connected : {Nooal��,�� , , `, 4 Trusses "DSB 89 "'and�in somepcasesdetermme+that a wider'spacmg`is`possible, ` f GROUN�BRA�CING:BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOR $ ,,, ,t To Chord .,•1''£•tt:,- ` GB D p - TYpicalvert+calr - End Wall r`e .r y. > . r LBT - attecFimeM - Plan S , 31,• t Ground brace^,�' // %� vertical (GBV)'. f, LTo Chord �� GBV Ground Brace Verticals (GBV) Ground brace ' �•` / diagonals (GBD) trl)as of br- pof lruaae \ - Ground brace nd brace (EB). %I "' v r vertical (GBV) Y'` " w " it fr'' ' - <• , `a �t •.i.. :_' .r I r :II ,V Ground ~. bract, '�.. 1s} ruse of brio lateral) (LB� fOu of truaaes Groundbraee y P Ground diagonals (GB D) ��} �.� ! -* . •,: Note: 2^�rfloor etem shill have y adequate capaLity to support gioun rbraeea- p ,� y n • r ?Strut t t_y `e ` Backup - (ST) +'Ci: 'S• ,K 2nd'tloor ; + ici' „� �t ground y:, r z 't'•' r'r •,_ Driven TYP)cal horizontal lie member t. ' t_ ,•_fir r floor ground stakes / muhiple ata yea (HT)'. t "} 1 fit. o elf f'i ( YtJ 'Y`aF`4 n}tom ay y { ;b, Yi r, �.,, Q• �, �} s T,n t sx,1. '':µ•.tr,$, fre rs: >4 `�r "' CAUTION: - bracing requireiitfor all.instailations ,. Frame 2 r _ f,., t rr ')' -ir 1.':r• la . ' a u-. ..'. k• .. . .. .. ,... » ... _ _ 6ti.E.�..,..� ._ .�_.,�..-...�_ ....+1. ..a ,_. _ .._ .. .fy w.• .. . - _.. _�^'.+k s.- ,���.�. ? ..Wr,C.d 12 4 or greater, • BOTTOM CHORD BOTTOM CHORD DIAGONAL BRACE "r } MINIMUM : LATERAL BRACE SPACING (DBE' 4 rn SPAN PITCH SPACING(LBS) [# trusses] { . U to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15, 10 7 } Over48'-60' 4/12 15' 6 4 ''�� Over 60' See a registered professional engineer DF Douglas Fir Larch SP -Southern Puie. w „ , HF - Hem=Fir SPF =Spruce-Pme-PineF �' ` * t,{ 'F 't`'• #\ it ••f ,+ v �" -" Alllateral:braces,:` ;: r i .1apped'at least 2 ,d - e _ s Bottom chortl diagonal bracing repeated �' _ �►= ," S, r at, each,.end of: the builtlIng and at same_ .spacing. as.top chord diagonal bracing. OTT,OM CHORD PLANE , s • \ B <; ! y'r y <y r; 1NA#df�tl!`]i� �adure to f�alolnr tfigi� reaftftlendattans motfl�i r z �g seuere peronai! ilt�jury of datageto fusses ciYItdt�gs T`:' P '° +7 o ' - •, ' �� is ! y c *! ' - Cross bracing repeated # 'o " at each end of the,,, huilding`and at 20' intervals:.' s i >O r- Permanent continuous ?. f lateral bracing °� as specified by the I truss. engineering. _' { f WEB MEMBER PLANE Frame:4 - 1 I 1 • i. •K -4•. - .. - , n 1 SPAN - MINIMUM DEPTH - - TOP CHORD LATERAL BRACE SPACING(LBs) TOPCHORD DIAGONAL:BRACE "SPACING (DBs) I# trusses SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 1 6 4 Over 48' - 60' 48" 5' 1 4 2 Over 60' See a registered professional engineer 2X4/2x6 PARALLEL Continuous t. CHORD TRUSS Top Chord s Lateral Brace T Required Top chords that are laterally braced can buckle,] ' togetherand "use collapse if there is no diago- < 10* or Greater +'<s nal bracing. Diagonal bracing should be nailed,: • to the underside of the top chord when purling , are attached to the topside of the top chord. I Attachment DF -Douglas Fir -Larch SP - Southern Plrie ' - Required HF - Hem -Fir SPF.- Spruce -Pine -Fir tprrUsSes a SPF/NFL 2 0:C• 4 A • ' wed �- . r, 30" w; It greater + r All lateral F braces lapped 32 t at (easttwo 1 s; The end s .. trusses. 45' r f i diagonal brace` - for cantilevered ; End diagonals are essQ,�tial for j trusses must be stability and must be duplicated on placed on vertical both ends of the iruss•system. webs in line with h the,support. f 1hF1XRNING 1=allure #o fiolldw #here remommendattons could re$ult in severe personal tnluty or damage to trusses or buildings Y 4x2 PARALLEL CHORD TRUSSJOP CHORD I Continuous Top Chord Y.a S * Top chords that are laterally braced can buckle _ r� Lateral Brace ; logetherandcause collapse itthereienodiago- Required f nal bracing. Diagonal bracing should be nailed - - r., to the underside of the top chord when purlins 10" or Greater { i are attached to the topside of the top chord. i r t '{ Attachment I 1y i Required ' 15DS) 6 7-, 0. i � I i Trussesmusthavelum- { ber oriented in'the hot? - All lateral zontal direction to use �, braces lapped this brace spacing. at least two t ! trusses. = 45° i End diagonals are essential for / r stability and must be du rlcated on ( both ends of the truss system. Frame 5 z r SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) . [#Irusses] SP/DF I SPF/H F Up to 24' 1 3/12 1 81 1 17 12 Over 24' - 42' 1 3/12 1 7' 1 10 6 Over 42' - 54' 3/12 1 6' 1 6 4 Over 54' See a registered professional engineer DF -Douglas Fie -Larch -'SP'­South`e"rn Pine o'\ w''IR -HE - Hem -Fie, SPF - Spruce-Pine-F - e, All- 16teraLbraces lapped atleast 2' trusses; - Diagonal brace\ r 4 also required onr \ \ \ y # - e nd Verticals.-ti. - l `t J Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle togetherand rausecollapse ifthere isno diago- 10' or Greater nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlina. are attached to the topside of the top chord. OrreSS=~45o MONO TRUSS Attachment ttachment Required 4, '1.; 3 WARNING ' WA, N 11 ­:F6iWre;j61' 116*thti�e g QMMpnd Atiopi j revert? personal jqyr-y Or, damn V jT" INSTALLATION TOLERANCES !"v BOW Length 3. D(in) D/50 D(ft) 12" 1 /4" 1 24"_ 1 /2" 2 36" 3/4" 3 48" 1 1" 4' 60" 1-1/4" 1 5 ' 72" 1-1/2" 6; 84"_ 1-3/4" 7 ' 96" 2" 81 1081, 2" 91 uuptil ...... 0(in)' Lesser of L /206,or Z' i Lesser of D/50 or Z' Waximurn Plumb .,MU§pIacement,. ,Line L(in) L1200 L(fl) 50" 1 4.. 4.2' 1001, 8_3' 150" 3/4' 12.5' L(In) L/200, . L(ft) 200" 1 16.7' 250" 1-1/4" 120.8' 300" 11-1/2" 125.0' OUT -OF-PLUMB, INSTALLATION TOLERANCES. OUT INSTALLATION TOLERANCES. ..... .. ... A;ieico>xstr�ct�on loads of any dessp©i lac Frame. 6