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PIERROTT AVE 16973_06-00004751
City of Lake Elsinore PERMIT130 South Main Street PERMIT NO : 06 - 00004751 DATE : 2/16/07 JOB ADDRESS . . . . . 16973 PIERROTT AVE DESCRIPTION OF WORK NEW GARAGE OR CARPORT RESIDENTIAL OWNER CONTRACTOR SALDANA DANIEL OWNER 4409 CRESTVIEW DR NORCO CA 92860 909-000 - 0000 A. P . # 378 -254 - 040 1 SQUARE FOOTAGE 6 0 OCCUPANCY PRIVATE GARAGE, CARPORT GARAGE SQ FT 0 CONSTRUCTION TYPE V- NON RATED FIRE SPRNKLR VALUATION ZONE . . . . . . R-1 --- --------------------------------------------------------------- --- BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63 . 00 10 . 00 X 12 . 5000 VALUATION 125 . 00 1 . 00 X 5 . 0000 PROFESSIONAL DEV FEE 5 . 00 ------ ------------------------------------------------------------ --- ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 2 . 00 X 1 . 0000 SWITCHES / 1ST 20 2 . 00 6 . 00 X 1 . 0000 RECPT, OUTLET / 1ST 20 6 . 00 3 . 00 X 1 . 0000 LIGHTING FIXTURES/1ST 20 3 . 00 1 . 00 X 27 . 2500 100-200AMP SERVICE<600VLT 27 . 25 1 . 00 X 5 . 0000 PROFESSIONAL DEV FEE 5 . 00 ---------------- ------------------------------------- --------- --- FEE SUMMARY CHARGES PAID DUE PERMIT FEES ------------------------ BUILDING PERMIT 193 . 00 . 00 193 . 00 ELECTRICAL PERMIT 73 . 25 . 00 73 . 25 OTHER FEES ------------------------ PLANNING REVIEW FEE 38 . 00 38 . 00 . 00 PLAN RETENTION FEE 3 . 50 . 00 3 . 50 SEISMIC OTHER . 60 . 00 . 60 PLAN CHECK FEES 144 . 75 144 . 75 . 00 TOTAL 453 . 10 182 . 75 270 . 35 SPECIAL NOTES & CONDITIONS - NEW DETACHED 6 0 0 SQ FT GARAGE _- City of Lake Elsinore Please read and initial Building Safety Division 1.I am Licensed under the provisions of Business and professional Code Section 7000 et seq.and my license is in full force. Post in conspicuous place ! 2.I,as owner of the property,or my employees w/wages as their s jle core 2 sation will do the work on the job and the structure is not intended or offered for sale. 3.I,as owner of the property,am exclusively contracting with licensed contractors to construct the You must furnish PERMIT NUMBER and the project. JOB ADDRESS for each respective inspection: 4.1 have a certificate of consent to selfinsure or a certificate of Workers Compensation Insurance Approved plans must be on job or a certified copy thereof at all times: _5.I shall not employ any person in any manner so as to become subject to Workers Compensation Laws in the performance of the work for which this permit is issued- Note:If you should become subject to Workers Compensation after making this certification, :ode Approvals Date Inspector you must forthwith comply with such provisions or this permit shall be deemed revoked. 31,01 Temporary Electric Service 'LO 1 Soil Pipe Underground ,L02 Electric Conduit Underground 1P01 Footings g IP02 Steel Reinforcement 3P03 Grout p� W04 Slab Grade 11,01 Underground Water Pipe iSO l Rough Septic System WO1 On Site Sewer W05 Floor Joists W06 Floor Sheathing W07 Roof Framing 1POS Roof Sheathing �$ W09 Shear Wall&Pre-Lath 1 —d IL03 Rough Plumbing ,L03 Rough Electric Conduit ,L04 Rough Electric Wiring 31,05 Rough Electric/ T-Bar 1 E01 Rough Mechanical IE02 Ducts,Ventilating )L04 Rough Gas Pipe/Test IL02 Roof Drains 1P10 Framing&Flashing 3P 12 Insulation W13 Drywall Nailing 1P 11 Lathing&Siding S 7 L5 IL99 Final Plumbing iL99 Final Electrical IE99 Final Mechanical IP99 Final Building ;ode PoW&Spa Approvals Date Inspector OTHER DIVISION RELEASES Deputy Inspector Department Approval required prior to the '001 Pool Steel Rein./Forms building b ing released by the City '001 Pool Plumbing/Pressure Test '003 Pre-Gunite Approval Date Inspector ;1,06 Rough Pool Electric Planning Sub List Approval Landscape '004 Pool Fencing/Gates/Alarms Finance '005 Pre-Plaster Approval Engineering '009 Final Pool I Spa : Cityof Lake Elsinore �— 130 South Main Street APPLICATION FOR r L�CATION NO. BUILDING PERMIT APPLICATION REEIy DATE VALUATION CALCULATIONS -3 -78,-- 2-511..7040BUILDING A . , 1st FLOOR SF Moll BLOCK/PAGELOT/PARC Znd FLOOR SF ' 3rd FLOOR ��SF 0 NAME LING GARAGE _SF N ADDRESS E CITY STATE/ZIP STORAGE SF R hereby affirm tharl am 11rengm under provisions o c apter commencing DECK&BALCONIES _TSF with section 7000)of division 3 of the business and professions code,and my C license is in full force and effect. OTHER: SF 0 LICENSE# CRY BUSINESS N AND CLASS TAX# T NAME VALUATION: �Jf R ONE A-)W_ Ze_jQ1AMaArML,MAILING C ADDRESS FEES T CITY STATEIZIP PHONE O BUILDING PERMIT $ R CONTRACTOR'S SIGNATURE DATE NAME # d r PLAN CHECK � � ly A LICENSE PLAN REVIEW t. �r R AILING C ADDRESS SEISMIC H CITY STATE/ZIP PLAN RETENTION Q NEW OCC GRP./ CONST. Cl ADDITION DIVISION: TYPE: 0 ALTERATION NUMBER OF NUMBER OF Q OTHER STORIES: BEDROOMS: Q SINGLE FAMILY ZONE: ❑APARTMENTS Q I certify that I have read this application and state that the ❑CONDOMINIUMS HAZARD YES above information is correct.I agree to comply with all city []TOWN HOMES AREA? NO and county ordinances and state laws relating to building Q COMMERCIAL SPRINKLERS YES construction,and hereby authorize representatives of this Q INDUSTRIAL REQUIRED? NO city to enter upon the above-mentioned property for insp- Q REPAIR PROPOSED USE OF BLDG: lion purposes. Q DEMOLISH PRESENT USE OF BLDG: JOB DESCRIPTION Signature of Applicant or Agent Date , Agent for ❑ contractor ❑ owner Agents Name Agents Address T. Street City State Zip 1 ULCH City of Lake Elsinore 130 South Main treet APPLICAT N# 2 APPLICATION FOR PERMIT APPLICATION DATE: AP# BY: ELECTRICAL/PLUMBING /MECHANICAL UILDING ADDRESS I hereby certify that I have rea this application and state that-the above information is correct gree to compI with all city and county TRACT BLOCK/PAGE LOT/PARCEL ord'm nd state laws I g to buiidin nstruction,and hereby Who ' re. tatives city to en u n the above•m6ntioned O W NAMFr� f ty b pr `or ins n MAILING E ADDRE &) R CIITY STATE/ZIP ( Signature o plicant / 'or Age Date ��&&eD I hereby affirm that I am licensed under the provisions of Chapter 9(commencing with Section 7000)of Division 3 of the Business and Professions Code,and my (circle one) license is in full force and effect. AGENT FOR: CONTRACTOR OWNER N ENSE# CITY BUSINESS T AND S T AGENT'S NAME R NAME A AGENT'S ADDRESS C MAILING street city state zip T ADDRESS O CITY STATE/ZIP PHONE R CONTRACTOR'S SIGNATURE ELECTRICAL Quan PLUMBING Quan MECHANICAL Quan New Res.Multi Family/SQ.FT. Fixture or Trap F.A.U./Furnace/Ducts/Vents New Res.Single Family/SQ.FT. Building Sewer F.A.U./Furnace/Misc./>100000 Pool Electric System,Private Rain Water System per Drain Floor Furnace/Vent Switches/1 st 20 Private Septic System Unit Heater/Wail Heater Switches/Over 20 Water Heater/Vent llnstall/Relocate/Replace Vent Receptacle Outlet/1 st 20 Gas Piping System I -4 Outlets lVentilating Fan Receptacle Outlet/Over 20 Gas Piping 5 or More Outlets Evaporative Cooler Lighting Fixtures/1st 20 Dishwasher Ventilating System Lighting Fixtures/Over 20 Solar Tank Exaust Hood Residential Fixed Appliance/Outlet Solar Collector per Panel Fireplace Non-Residential Appliance/Outlet Grease Trap/(Interceptor) Commercial Incinerator 100-200 Amp Service<600V Install,Alter or Repair System Air Handler>10000 CFM 200-1000 Amp Service<600V Lawn Sprinkler System Air Handler<10000 CFM Misc.Apparatus,Conduits,Etc. Backflow Device Smaller than 2" Fire Dampers Signs Backflow Device Larger than 2" Registers Sign Branch Circuit Floor Drain Compressor/Heatpump-3 H.P. Busways/EA 100 FT Floor Sink lCompressor/Heatpump 3-15 H.P. Temporary Power Service Water Service Compressor/Heatpump 15-30 H.P. Temporary Power Distribution System Alter or Repair Drain or Vent Compressor/Heatpump 30-50 H.P. Motors/Transformers Fire Sprinklers per Building Repair/Alter Misc.HVAC Motors up to I H.P. Swimming Pool Compressor/Heatpump Over 50 H.P. Motors/Transformers I -10 H.P. Swimming Pool/Public Motors/Transformers 10-50 H.P. Swimming Pool/Private Motors/Transformers 50-100 H.P. Water Heater/Vent Motors/Transformers>100 H.P. Replace Piping Replace Filter Misc.Replace Gas Piping `) J O - V r wLL 5 LrJ IlL 'D S > J CD a CY rr Ole CO LU �b -"D w O a t� o cLn o a v Vi Q Z L � W CJ 4 .�` Cf) ow LL! .i 5 Lij S Li— o .Y L U 0 cW 9 V` v� U- C Z C-3 h-- a a m Z � i O z o "" C ii W LL O o N a Q c ❑ -� a o 0 ` d- A BUILDINGCl':TY OF LAKE ELSINORE o o QV" lA cam° a 6 RzC b� I "eft a ` I ;� + k 1 , l` Ih � t' -v,. I 9 Al o I I 20 O O AMERICAN SHOP DRAWING APPROVAL 1e AN SALDAN ddress: Job Desc.: S LDANA GARAGE PACIFIC TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTUAL OR 16973 PIERROTT AVE OTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF S site Intormatio. LAYOUT MUST BE RECEIVED BEFORE ANY TRUSS ES WIL LAKE ELSINORE,CA 4/12 CI-I,OVERHANG 24" TRUSS BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAIN T CHANGES THAT WILL RESULT IN EXTRA CHARGES TO OU. ¢lephone: Fax: 29150 RIVERSIDE DR. om¢ot: sai¢¢: eiephon¢: cooteoc LAKE ELSINORE,CA.92530 FAX.:(951)245-4156 APPROVAL BY: DATE: 3/27I07 °ra`�n sY: FERNEY C. Jeb#3579 AMERICAN PACIFIC TRUSS INC. 29150 Riverside Drive Lake Elsinore, CA 92530 (951) 674-7885 Phone (951) 245-4156 Fax April 5, 2007 Dan Saldana 16973 Pierrott Ave. Lake Elsinore, CA Re: Job #3579 Dan Saldana Please note that the trusses for the Saldana garage were designed exactly the same as Hesperia Truss. We used the same loading criteria, the same lumber grade and species, and we use the same connector plate manufacturer. Mr. Saldana asked that we match their calculations and he wanted to use us for the manufacturing of the trusses for his project. If you any questions,you can contact me at American Pacific Truss Sincerely, Michael Ellison General Manager ® ITek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 ® USA MiTekFAX(916)676 1909 TELEPHONE(916)676 1900 Re: 3579 #3579 SALDANA The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by American Pacific Truss. Pages or sheets covered by this seal: R24778059 thru R24778060 My license renewal date for the state of California is March 31, 2009. 1;)�1F,0FESS/n S. cc C 046433 T EXP. 1-0 * %f March 28,2007 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job Truss �R'-U-Sls Type Qty Ply #3579 SALDANA R24778059 A TRUSS 2 1 Job Reference(optional) American Pacific Tmssdn8_OLAKE ELSINORE,CA 92530,Michael Ellison 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Mar 28 07:.-9%q�2007 Page 1 i -2.0-0 + 5-4-14 10-0-0 14-7-2 20-0-0 22-0 0 2.0.0 5-4-14 4-7-2 4-7-2 5-4-14 2-0-0 Scale=1:39.2 4x4 M1120= 4 4.00 12 3 LHh32 r; 31 05 0 2 n 61 ' 6 Ia 5x6 M1120= 33 8 34 5x6 M1120= 3x9 M1120= 0-0-0 0-0-0 i 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets(X Y): 12:0-3-3 Edoel f6:0-3-3 Edge],111:0-1-11 0-0-121 f24:0-1-11 0-0-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.21 2-8 >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.40 2-8 >587 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.06 6 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight:97lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-11-15 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=1206/0-3-8,6=1206/0-3-8 Max Horz2=58(load case 5) Max Uplift2=-183(load case 3),6=-183(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-31=-2532/310,3-31=-2419/316,3-4=-1844/183,4-5=-1844/183,5-32=-2419/316,6-32=-2532/311,6-7=0/39 BOT CHORD 2-33=-286/2339,8-33=-286/2339,8-34=-242/2339,6-34=-242/2339 WEBS 3-8=-719/209,4-8=0/803,5-8=-719/210 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;85mph;h=25ft;TCDL=5.Opsf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)All plates are 1.5x4 M1120 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)A plate rating reduction of 20%has been applied for the green lumber members. F ESS 8)Girder carries hip end with 4-0-0 end setback. ���� ��Nr�� 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)103 lb down and 34 lb up at 16-0-0, ��• S. and 103 lb down and 34 lb up at 4-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard C Q 433 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo * 9 Vert:1-31=-62,4-31=-88,4-32=-88,7-32=-62,2-6=-20(F=-6) Continued on page 2 C MMdnc2EZ9QW07 WARNING-Ver(N design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown i��is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Pawce,n>carosw,: fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•89 and BCS11 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719, Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply i13579 SALDANA R24778059 3579 A ROOFTRUSS 2 1 Jab Reference(optionall American Pacific Truss Inc.,LAKE ELSINORE,CA 92530,Michael Ellison 6.200 s Jul 13 2005 MiTek Industries,Inc.Wed Mar 28 07:59:02 2007 Page 2 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:31=-103 32=-103 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MY-7473 BEFORE USE. Design valid for use only with M1Tek connectors.This design is based only upon parameters shown,and is for an individual building component. iii���YYY■■ Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown rT k• is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ;;—*o vcRraa.+.- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and BCSN Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply=ce R24778060 3579 At OVEENPOST 10 (optional) American Pacific Truss In&_OLAKE EL5INORE,CA 92530,Michael Ellison 6.200 s Jul 13 2005 MiTek Industries,Inc,wad Mar 28 071ng0 2007 Page 1 I -2-0-0 (� } 5.4-14 10-0- 14-7-2 r 20-0-0 22-0-0 2-0-0 54.14 4-7-2 4-7-2 5-4-14 2-0-0 Scale=1:39.2 4x4 M1120= 4 4.00 12 1.5x4 M1120 1.5x4 M1120 3 5 N r c5 6 N 2 N 7 I� a, 3x4 M1120= 8 3x4 M1120= 3x9 M1120= 0-0-0 0-0-0 i 10 0-0 20-0.0 10-0.0 10-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.18 2-8 >999 240 M1120 185/148 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.33 2-8 >726 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0,04 6 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight:77lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-1-5 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD REACTIONS (lb/size) 2=885/0-3-8,6=885/0-3-8 Max Horz2=38(load case 5) Max Uplift2=-62(load case 3),6=-62(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-3=-1591/74,3-4=-1157/29,4-5=-1157/29,5-6=-1591/74,6-7=0/19 BOT CHORD 2-8=-62/1502,6-8=-33/1502 WEBS 3-8=-436/84,4-8=0/472,5-8=-436/84 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;85mph;h=25ft;TCDL=5.Opsf;BCDL=3.Opsf;Category 11;Exp B;enclosed;MWFRS interior zone;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live,loads. 4)A plate rating reduction of 20%has been applied for the green lumber members. LOAD CASE(S) Standard ����p�ESSlp�9 G) ry C 0 433 T * 44<9 C MMdacZ84'=07 WARNING-Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown.and is for an individual building component. iiii�ttYYYY Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �� Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilMy of the ek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rowel*o acsrosn,: fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSN Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719, Citrus Heights,CA,95610 �a RSC �.1♦ . a >�'..rq ' ii 1lrTT9 :.111�)Tir �,...--ap�il 96T- ..rr.17r ,. �r t}q/r �Y rt?t/4,. .....N��l��r 1i►�. }YA� T.�- •�t '`} s7.. -.Pl .1�7i►r �< TIT� ,..� �] q 4 .,,.ft/ Qr, 11�: 'Tlr OUR >., ► I..;'`� L:.I 1�P/� �: 1., \�i: i •.' �. Tyr f q1 f, :. �\ \� ►. ,�� .\1a 1_, .1`, t ♦/, ,\ ��it *t4\\ , I ; 1 ...,_.Tt,� > \�, 1.�nir,.: nY�, �\•,i�t,`rtJ NINE -:!��� t1rr`j/ \.��li�rt/:::. �`.\,5�p, ,.�. 1,.1 p t�� !� .:'< iU/:-; �:.\. .,.,\ /•.-:` .\. *l -/ i 1 ,./ _�,�1 l Sri >� ►,.,:,� �.a i� .�:1 -�� �.•r! .�s �ii 'TW`''•'a-•"..i ^'!_ Q� M:Y V'i' Vi•pC•URr •fe'.t'EM�O.'�K•�� P Jam• .R4. ie' T„�� ' ~�t�' 4 �~�>!�r "`Y` ♦.;� •.�'is� ♦..'�':.♦ + -i�1�t•.'�a7,�•�:♦ i f:-.� t•w>.�.r7�, •�iy.► ♦yf rf'�'ji: � `_ r� �.. Ilk al 12. MR MOM ♦ I 'n ♦ } } r �� t � +T • w- a' 1 (�\�� �� 1. ,�� • _ ,� �`��',. 1 S•`Sr c ,. • t„a'r���4 �!�' r� � i i 'i� gRs.4'���♦ _s"i" '� �.•.=.►�! 'P1„•'E`S b► :Ay r � r� ��s_a. . —�-"a !-?�:"_ lltt,���!�h :'�•.. ..�ila���� �' ,s�i.4'?•. � .I� .�.� ! ,r:��� �J ��a� {,�[��� jA.;A�t:C�`►'. � � V a`;"i9 Gfl °� f� � �tt� :..�i�;,� \,;, / � ♦ ���".. / I 'G .�, >�ll_5.��y��\V� r._�it!��•�r�/ \A�� GE IN ._.•� f�11,)�j1,A�t .• a����.� � ,(l��.l�� I,�� r �t .. �t<l� i_,t}.�t/��;;� •�(�:_.:���.>.f,�.����>,���-�� �;-1 Ate,i s �•��//I/.//:. r�/1{:-�\I,� �?:��A../��<:;���tf/ ��;��1���i��;�������,. �j����i,>.-.fi.{` ri��'�.�4t�t�l*•�`- --,�(�/ t�l+►1,� .. a� �,.: � �'�.;._� l�/��N �� lti�b►,� ._�/�,�t��►rd' .��uvilfxl,�1.- i � r�>' bra/11�1n>r!. �hrt� �s��. -�t.►;�itiu►_. �ftr�Ai1+ 1-�i _ L�1 - cvll. arj.li� . JC � ER-4922 REPORT 7M Reissued November 1,2001 ICBO Evaluation Service, Inc. • 5360 Workman Mill Road,Whittier,California 90601 • www.icboes.org Filing Category: FASTENERS--Steel Gusset Plates MITEK TRUSS CONNECTOR PLATES coating. Slots 0.54 inch (13.7 mm) in length are punched MITEK INDUSTRIES,INC. along the perpendicular axis of the plates. The metal dis- POST OFFICE BOX 7369 placed by the slot is lanced and formed into two opposing ST. LOUIS,MISSOURI 63177 teeth,protruding at right angles from the flat plate.Each tooth is diagonally cut,thereby forming a sharp point.The teeth are 1.0 SUBJECT additionally shaped into a twisted concave form,facing the MiTek Truss Connector Plates. slot cutout area.Teeth are 0.16 inch(4.1 mm)wide and 0.37 inch(9.4 mm)long,and there are 4.8 teeth per square inch 2.0 DESCRIPTION (0.0074 teeth per square millimeter)of plate area.Plates are 2.1 General: available in 14ncm(25.4 mm)width increments,up to 12 inch- Models M-20,M 1120,M-18,M 1118,M-16,M 1116,M-20 HS es(305 mm),and lengthwise in 1 14-inch(31.7 mm)multiples. and M 1120 HS are metal connector plates for wood trusses. See Figure 4 for details. The plates are manufactured to various lengths,widths,and 2.2.4 Models M-20 HS and M 11 20 HS Connector Plates: thicknesses or gages,and have integral teeth that are de- Model M;-20 HS and Model M 11 20 HS plates are.. signed to laterally transmit load between truss wood mem- manufactured from minimum No.20 gage j0.0360 inch(0.91 burn.1'Innn nrrtl radcuhrllonn rnunl hn nohrnithxl to the Milldinq mm)). ASTM A 653 Type 11 Grndn 60, high-strength low- oi8rittltttflIt"lrtrnfine,tHtritlrn01111coonaclotlanlnndnmaitaul Willy (11'1I_A) nlnol with to k1 OS) IlnlvnnU.nUon cnnlbrU. Itn- in this report. pealing 3/4-inch-by-l-Inch(19 rnrn by 25A min)modules of teeth are stamped out and formed at right angles to the face 2.2 Materials: of the parent metal. Each module has three slots,0.45 inch 2.2.1 Models M-20 and M 11 20 Connector Plates: Model (11.4 mm)long and 0.125 inch(3.2 mm)wide,fabricated by M-20 and Model M Il 20 plates are manufactured from mini- punching two teeth out of each slot area and resulting in each mum No.20 gage 10.036 inch(0.91 mm)]ASTM A 653 Grade module having six teeth. Each module is separated by a 40,structural-quality steel with a minimum yield strength of 41 0.254nch-wide(6.4 mm)strip of unpunched steel.The trans- - ksi(283 MPa)and a G 60 galvanization coating.The plates verse center lines of adjacent slots are staggered 0.15 inch have repeating 1-inch-square (25 rrwn) modules of teeth (3.8 mm) in the longitudinal direction. Longitudinal center stamped out and formed at right angles to the face of the par- lines of slots are spaced 0.25 inch(6.4 mm).Each slot has a ent metal.Each module has four slots,0.45 inch(11.4 mm) 0.33-inch4ong(8.4 mm)tooth at each end.Each tooth is addi- long and 0.125 inch(3.2 mm)wide,fabricated by punching tionally shaped, twisting an approximate 22 degrees to its two teeth out of each slot and resulting in each module having point. See Figure 4 for details,Model M 1120 HS plates are eight teeth.The transverse center lines of adjacent slots are identical to M-20 HS plates. staggered 0.15 inch(3.8 mm)in a longitudinal direction.Lon- 2.3 Allowable Loads- gitudinal center lines of slots are spaced 0.25 inch(6.4 mm). Tables 1 through 3 provide allowable lateral loads,tension Each slot has a 0ed with c a symmetrical et cal tooth d each end. loads,shear loads,and reduction factors for the metal plate Each tooth is formed with a symmetrical V-shaped cross sec- tion at its base,and twists approximately 22 degrees to its connectors.These values are based on the National Design point.See Figure 4 for details. Standard for Metal Plate Connected Wood Truss Construc- 2.2.2 Models M-18 and M 1118 Connector Plates:Model bon,ANSVTPI 1-1995.A copy of the ANSI/TP11-1995 stand- M-18 and Model M 1118 plates are manufactured from mini- and must be supplied to the building department when this is mum No.18 gage thick[0.0478 inch(1.21 mm))ASTM A 653 requested by the building official. Grade 40, structural-quality steel with a minimum yield 2.3.1 Lateral Resistance:Each metal connector plate must strength of 41 ksi(283 MPa)and a G 60 gatvanization.coat- be designed to transfer the required load without exceeding ing.The plates are available in widths of 1 to 12 inches(25.4 the allowable toad per square inch of plate contact area, to 305 mm)and lengths of to 20 inches(51 to 508 mm).in based on species'the orientation of the.teeth relative to the 1-inch(25.4 mm)increments.The teeth are formed by punch- load;and the direction of load relative to grain.Design for lat- ing slots 0.43 inch(10.9 mm)long and 0.125 loch(3.2 mm) eral resistance must be in accordance with Section 11.2.1 of wide, creating two teeth from each slot. Each module has ANSIf TPI 1-1995.Table 1 shows allowable lateral loads for eight teeth per square inch(0.0124 teeth per square millime- the metal connector plates. ter).Each tooth is formed with a symmetrical V-shaped cross 2.3.2 Tension Resistance: Each metal connector plate section at its base,and twists approximately 22 degrees to its must be designed for tension capacity,based on the odenta- point.The teeth are approximately 3/8 inch(9.5 mm)long.See lion of the metal connector plate relative to the direction of Figure 4 for details. load. Design for tension must be accordance with Section 2.2.3 Nlodls M-16 and M 11 1,6 Connector Plates:Model 112.2 of ANSI/TPI 1-1995.Table 2 shows allowable tension M-16 and Ubdet M II 16 plates are manufactured from mini- loads for the metal connector plates.Additionally,the net sec- mum No,rage-thick 10.058 iricti(1.47 rnrn)]ASTM A 653 tion of the metal connector plates for tension joints must be Grade 40,st(uctural-quality steel with a G 60 galvanization designed using the allowable tensile stress of the metal,ad- REPORTS are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to he construed as on endorsement pjthe subject of the report or a mcommendation.ror its use There is no„arranty by ICBO Evaluation Service. Inc..express or implied.as to an v fending or other owner in this report,or as to any product covered by the report. Page 1 of 6 Page 2 of 6 ER-4922 justed by the metal connector plate tensile effectiveness ra- 4. Truss chord and web lumber size,species, and grade. . tics shown in Table 2. 5. Required bearing widths at truss supports. 2.3.3 Shear Resistance: Each metal connector plate must 6. Top and bottom chord live and dead loads,concentrated be designed for shear capacity, based on the orientation of loads and their locations, and controlling wind or earth- the plate relative to all possible lines of shear. Design for quake loads. shear must be in accordance with Section 11.1.3 of ANSI/TPI 7. Design calculations conforming to ANSI/TPI 1-1995 and 1-1995. Table 3 shows allowable shear loads for the metal any adjustments to lumber and metal connector plate al- connector plates. Additionally, the net section of the metal lowable values for conditions of use. connector plates for heel joints and other joints involving shear must be designed using the allowable shear values for 2.5 Truss Fabrication: the metal connector plates,adjusted by the shear resistance Plate connectors shall be installed by an approved trussfabri- effectiveness ratios shown in Table 3. catorwho has an approved quality assurance program cover- 2.3.4 Metal Plate Reductions: Several allowable load re- ing the wood truss manufacturing and inspection process,in ducllnn tnNorn fit Ihn minitel Idnlnn,when Ihny tit a alihlli:nhle, nrconinnr.n will ^ncliamn 73;?1.1 and I:171,:1 of Ilia nods and must be considered cumulatively to the design of tnetal con- Section 4 of ANSI/I PI 1-1005, National Standard for Metal vector plates used in fabricated wood trusses: Plate Connected Wood Truss Construction. The allowable 1, Allowable lateral resistance values for the metal connec- loads recognized in this report are for plates that are pressed. for plates must be reduced 15 percent when the plates are into wood truss members using hydraulic-platen embedment installed an the narrow face of truss lumber members. presses, multiple roller presses that use partial embedment followed by full embedment rollers,or combinations of partial 2. Allowable lateral resistance values must be reduced by embedment roller presses and hydraulic-plalan presses that '20 percent when the metal connector plates are Installed (and trusses Into a stationary finish roller press. In lumber having a moisture content greater than 10 per- cent at the time of truss fabrication. 2,8 Identification: 3. Allowable lateral resistance values for metal connector The MiTek connectors are identified by a blue stripe alternat- plates installed at the heel joint of fabricated wood trusses ing with the name"MiTek"and an imprint of the plate name must be reduced by the heel-joint reduction factor,HR,as embossed into the surface of the plate. (For example, the follows: M-16 plate is embossed"M-16.") O.$Ei -- O.OS(1'l WOO - 2.0) 3.0 EVIDENCE SUBMITTED HR where: Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction,ANSIfTPI 0,65 S HR 5 0.85 1-1995. 0 = Angle between lines of action of the top and bottom 4.0 FINDINGS chords shown in Figure 3. That the MiTek truss connector plates for wood trusses 1-hin hnnl-)ninl reduction Inclor donx not apply In conditionn dascribad in this raport comply with the 1097 Uniform Willi Imp nhomi nlupnn u,nnint Iluul 17.fJ 11u11tllrru Coda", auhl"Of In Ilia lollowlnu Conditions: 2.3.5 combined 811aar and Tanslow !:rich 11101Hl connec- 4.1 Plans and calculations ate submitled to ilia build- for plate must be designed for combined shear and tension Ing official for the trusses using metal connector capacity, based on the orientation of the metal connector plates described in this report. plate relative to the directions of loading.Design for combined 4.2 The metal connector plates are designed to trans- shear and tension must be in accordance with Section 11.2.4 of ANSI/TPI 1-1995. fer the required loads using the design formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 2.3.6 Combined Flexure and Axial Loading: Metal con- standard must be supplied to the building depart- nector plates designed for axial forces only are permitted as ment when this Is requested by the building official. splices in the top and bottom chord when the splices are lo- 4.3 The allowable loads for the metal connector plates cated within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at comply with this evaluation report. splices in the top and bottom chord that are not located within 4.4 Metal connector plates are not permitted to be lo- 12 inches(305 mm)of the calculated point of zero moment cated where knots occur in connected wood truss must include combined flexure and axial stresses. members. 2.4 Truss Design: 4.5 Metal connector plates are installed in pairs on op- Plans and calculations must be submitted to the building offi- posite faces of truss members. cial for the trusses using metal connector plates described in 4.6 Trusses using metal connector plates described in this report.The truss design must show compliance with the this report must be fabricated by a truss fabricator code and accepted engineering principles.Allowable loads approved by the building official, in accordance for the metal connector plates may be increased for duration with Sections 2321.1 and 2321.3 of the code. of load in accordance with Section 2316.2 of the code.Cal- culations must specify the deflection ratio or the maximum 4.7 Allowable loads shown in the tables in this report deflection for live and total load.For each truss design draw- may be increased for duration of load in accord- ing,the following minimurn information should be specified by ante with Section 2316.2 of the code. the design engineer: 4.8 Allowable loads shown in the tables in this report 1. Truss span,spacing, and slope or depth, are not applicable for metal connector plates em- 2. Dimensioned location of truss joints. bedded In lumber treated with fire-resistive chemi- cals. 3. Model,size and dimensioned location of metal connector plates at each joint. This report is subject to re-examination in two years. Page 3 of 6 ER-4922 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATO I AA EA AE EE 1 Allowable Load Per Plata2 PLATE MODEL LUMBER SPECIES SPECIFIC GRAVITY (pounds per square inch of plate contact area) I Southern yellow pine j 0.55 249 196 194 200 Douglas fir-larch 0.50 220 195 180 190 M-20 and M II 20 Hem-fir 0.43 185 148 129 145 I Spruce-pine-fir 0.42 197 144 143 137 Southern yellow pine 0.55 195 188 159 151 Douglas fir-larch- 0.50 T-` 170 148 157 )47 M I R and M 11 18 -I lent•fir �11,43 I51• 147 148 141 i Spruce-pine-fir 0.42 140 138 134 108 Southern yellow pine 0.55 174 126 147 122 Douglas fir-larch 0.50 176 121 137 126 M-ib and M II 16 Hem-fir 0.43 119 64 102 98 Spruce-pine-fri 0.42 127 82 75 107 i Southern yellow pine M5. 187 143 138 150. Douglas fir-larch 0.50 165 146 135 143 i M-20 HS and M 1120 HS Hem fir 0.43 139 111 97 109 �. _._.___^ ���.__ SPnlca• ins-fir 0,42 148 1'ul Nil I Iithnnhl-A.N9 kl'n. .�•' �, A..�... IbPP i'111111P 1 All M IIP kill illlb111$1(I)1NIlt 1111FIIJAIl01b Wafil euiuleelut pules the hislulled III pints u0 dppullle thew of his§Itlettibeis. TABLE 2-ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS/ DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE2 it I90° 0. 1 90, Allowable(pounds r Inch psion er pair f later Tension Load Efficiency Ratio PLATE MODEL (Po w P plates) y M-20 and M 112 1,126 1840 0.72 0.47 ' M-18 and M II 18 1,402 1,120 0-59 1 0.47 j M-16 and M 1116 1,985 j 802 j 0.69 0.28 M-20 HS and M 1120 HS 1,661 1,063 0.64 ! 0.41 For Si: I Ibf/inch=0.175 N/mm. ISce 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. Me allowable tension loads UZ based on bake metal thicltncsias of 0,0368,0,0493 and 0,060 inch for the No,20, 18 and 16 Bags steel plates,respectively. TABLE 3-ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS DIRECTION OF LOAD WITH - - i RESPECTTO LENGTH OF PLATE O• 30• SW I W 1 120• 1 ISO' 0° 1 30° ! 60' 90° 120° ISO* Allowable Shear Load) ! PLATE MODEL (pounds per Inch per pair of plates) Shear Load Efficiency Ratio M-20 and M It 20 574 738 936 645 490 ' 544 1 0A9 ! 0.63 0.79 0.55 0.42 0.46 M-18 and M H 18 748 991 1,174 815 626 ( 389 0.47 j 0:63 ! 0.74 0.52 0.40 0.37 M-16 and M 1116 1,041 1,173 1,402 1,055 914 j 672 0.54 0.61 v0.73 0.55 0.48 0.35 M-2011S and M 1120 HS 761 1,085 1,184 792 608 537 0.43 0.61 0.67 0.45 0.34 0.30 For Sl: I Ibf/inch=0.175 N/mm. IThe allowable shear loads are based on base metal thicknesses of 0,0368,0.0493 and 0.060 inch for the No.20, 18 and 16 gage steel plates,respectively. Page 4 of 6 ER-4922 I and I nad iTTiTf77i1Tir11 171ifLCririllln,... Lond I r I_` I I)IIIII111111111111111fi11111 —I ► LL111.L1111 1.1111!11.1111111 J AA Orientation EA Orientation Load Load II11111 Fi; IIIIIII ( ___ IIIIIII ___ i Load Load AE Orientation EE Orientation FIGURE 1—PLATE ORIENTATIONS FOR LATERAL RESISTANCE VALUES L*ngtn I Width _ _ _ _ _ _ _ T _ � � �' IIIIIIiiilllilillllilllllillllll _ = _ _ _ _ IIIIIIillilltll (a) 00 Plate Orientation (b) 900 Plate Orientation FIGURE 2—PLATE LENGTH AND WIDTH FOR ALLOWABLE TENSION VALUES FIGURE 3—HEEL JOINT$TO WHICH THE REDUCTION FACTOR,Hp,APPLIES Page 5 of 6 ER-4922 MITek Connector Plates c o � cc o 0 o c• M-20 / M11 20 cc c c c © (=-D o Ci 0.450` i.00cr c c� c---) o c c rc c) O c c c c M-18 / M11 18 c cc• o c--. � c c� o 0.430` 1.00, r M-16 / M11 16 b 0.1 w, ! I 0.640 -I 0.540" 0.500" ; •— o M-20 HSI MII 20 HS L= o i 0.150` 0.500" (1 45fY • I 1 000" FIGURE 4—MET41-CONNECTOR PLATE DIMENSIONS , Page 6 of 6 ER-4922 M20 / M1120 M18 / M1118 L3 r-- i 0.15" i— M20HS ! M1120HS M16 / M1116 _ I tE' f Iialitit 4 MC IAI NI Alt: IJIMWNhlI IFjb jl—nillmm,1) � CJ U N o H �G NO �J W kA f G nJC54t rJr I•t x z i^ W ^ W 4 a s o cm in Cie _ J = 9' m � m �- 0 o _ ~ 4 W Z.� � Z > = W <Z N uj v I ti v Q n W O( C V1 N O ti p N V r-r N tt W V ul 4 N Ll Q ma W Ckbrr b O n= y Q ¢ R-om S W Z v z z h- Q ►-uj q HI N v < J OJ Q W U V f... m UN NQ� Q W tn ED tl'f Q1 M 1 N (> W�L, ~ N t� tn O W W bGa cmC� _ d' W � OD v► 4 O VW1 W 0. JSD Z Z j tY 47sZ O OC,� W V a! O N W 3 m 0. �N N im b r•. ii d U, ~ �l x v H N v tli�1 co ";" Mile yy k SS= Y�wii� � k� 1.21 IA s 1 .1 n i^ g'LINIs — � t, a�8g$i8ggTF yF� CR •! � �i3i2y2���.5 rF° a � gaa5 FRib t- I _CL ° s = I !ffi �E�iRb 2 Cn �'�4 $'jSy�yb J gE g --al DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -30PSF 8/23/2004 PAGE 1 MAX LOADING (psf) SPACING 2-0-0 NG MiTek Industries,Inc. BRACING�r TOLL 30.0 Plates Increase 1.15 I Western Division TCDL 10.0 Lumber Increase 1,15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. i BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 1650f 1.4E LENGTH OF EXTENSION BOT CHORD 2 X 4 1650f 1.4E AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22"LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/(.131"X3.0"MIN)NAILS @ 3"O.C.2 ROWS -2-0-0 F 8.0-0 i NOTE: TOP CHORD PITCH: 3/12-8/12 r BOTTOM CHORD PITCH: 0/12-4/12 \ ,� PITCH DIFFERENCE BETWEEN TOP AND \ BOTTOM CHORD TO BE"2" MIN. SPACING=24"O.C. SUPPORT AND CONNECT(ON BY OTHERS OR 2-16d COMMON WIRE (01.162"DIA.X 3.5")LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0"O.C.ALONG THE EXTENSION OF TOP CHORD. CONN.W/3 16d COMMON WIRE(0.162"DIA.X 3.5"LGT)TOE NAILS 2 1 �• 3x4— CONN,W/2 16d COMMON WIRE(0162"DIA.X 3.5"LGT) TOE NAILS 8-0-0 8-0-0 i I� 6.0-0 ..EXT. i. 4-0-0 2-0-0 '------ -; EXT. EXT. 2-0-0 EXT. 2-0-0 --'-- 2-0-0 CONN.W/3 16d COMMON WIRE(0.162"DIA.X 3.5"LGT)TOE NAILS i 2 1 BOTTOM CHORD LENGTH MAY BE 2'-0" 3x4— OR A BEARING BLOCK. CONN.W/216d COMMON WIRE(0.162"DIA.X3.5" TOE NAILS OR SEE DETAIL MII/SAC-7 FOR G "4 2.0-0 PRESSUREBLOCKING INFO. 6-0-0 NOTE:NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. sloQ�iCfE ®�y. 0 civil, OIF CAL* ® WARNING-Derify design parameters and READ NOTES ON TIIIS AND INCLUDED MITER REFERENCE PAGE.MU-7373,BEFORE USE. 7777 Greenback Lane Design vad for use only with Mifek connectors,This design is based only upon parameters shown,and Is for an Individual building component. Suite 109 liCitrus Applicability of design aramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown CIW s Heights,CA,9567 PP Y 9 P P P P P P Y g 9 9 9 is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consul[ANSI/TPit Quality Criteria,DSB-89 and BCS11 Building Component M�Te��/ �Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W153719. <<<A.C.E.S Version 5. 7»» -1 uv�= • - Tue Mar suud!f' ; " �cm�r = Truss ID s HIPRAFTER Family #€ .. -. 205 w;ect _ _ T�pi PA -==4_/12 # , HIPRAFTE _ Quant�ty1_=-- T6 i L.t�t�t��- GwEa ICT omco- L 4ja Y F GAL�tiQ =.sue TO PK. � - RISE:6-11-15 I �G (PSF MINZMUm GRADE-OF-LUMBER TOP CHORD:2 4 No-1 91 DF-L L BOT CHORD-2*4 NO-1 91 DF-L 16 14 WEBS_ :2*'4 STANDARD 91_DF_L=_ �.25 SPACING' 24 .0 in. o.Rc. RINC.. :-LUMB�= �.25 PLATE = NO. OF MEMBERS = �_sITIVE STRESSPS Nc't' teD TURED FROM ASTH A'4 NUFAC G7 h :.2I »6 GRD A GALVANIZED STEEL(EXC£PT AS SNCVH) £SI6N SPECS, C1BL-IC84,TPI-91 g $E INSTALLED 1 3 A FACE OF JOINT, SYf4l5E'iRLCALE.Y(EXCEPT A5 SHOWN)DESIGN C(XtFORMS W17H NDS D E tIITEK lS2�-I85, �:sIGrt IS FOR TRUSS FABRXCATID"[ ONLY.FOR PERt4AMENT AND TEKPORARY SRACING(WHICK IS ALWAYS REDD)CONSULT BLDG ARCHITECT OR ENClINEER. -. xa�< �°L ✓ ,u„s ,_,{.....� �i..*x :1", ��' �€ ���.��ys���,. ��Y��e .�.. :s�. �.z ��za., � 7�.� EM��� ��.?t �t�t�`s�+ �C� �it���#�� a in t'�;"�`� y<,,��.+k >s g .Yt;:rw +z^?..:+ y .&K':r,�1,,.�'��F 5 �'K`hr L.�'✓�"..'�` 3�, .'�.n���,"x.. �s„-� .�v Y"v, r "i� f I 1bummary Sheet ° COMMENTARY and RECOMMENDATIONS for TRUSS PLATE INSTITUTE HANDLING, INSTALLING& BRACING METAL 583 D'Onofrio Dr.,Suite 200 PLATE CONNECTED WOOD TRUSSES© Madison,Wisconsin53719 (608)833-5900 lfisthe-nmonsrbi(rtyoftheinsteller,(hudder,btrifdingcontractoriicensedcontraytor industry,but must,dueto the nature of responsibilities involved,be presented as1 erer for or,erectron conttic_toj�toproper/ receive_unlo.�d.store,handle,�rnstaUancf guide forthe use of a qualifiedbr.rilding designer or installer.Thus,the Truss Plat( brace nuetLrl ph�te conrroc,ted"wood trusses tumo_tectiife and properly_.The installer Institute,Inca expressly disclaims any responsibility for damages ai ising from IN must exercise the same high degree of safety awareness as with any other structural use,application or reliance on the:recommendations and information container friatei ial.TPI does not intend these recommendationsto be interpreted assuperiorto herein by building designers,installers,and others.Copyright K)by"Russ Plat( the project Architect's or Engineer's design specification for handling,installing and Institute,Inc. All rights reserved.This document or any par(thereof must not br bracing woodtnrssesforaparticularrooforfloor.Theserecommendationsarebased reproduced in any form without written permission of the publisher.Printed in IN upon the collective experience of leading technical personnel in the wood truss United States of America. WNW ,�we €, *Y�,W��'=�.r� �" �. 5. � a �= aw� � ��'8, .=�.,„x t> • '�'`r�r,»� t, v..a�� -�� �x E..'� >,. �,s ��,s. ''' � Y.� '�" TRUSS ST®RAC �I �� �`'" }y��° ti �"'�r5 �*& �5:.., W �' `:x- s"5]a:fib:.G �. � ,7 �. 3;� a^a'Y�y��v�yy...%�, a^"P.:`' > ,r 1ys � '�rS <z4 ��y •a .; : . .. }.���� v�i�� ' �� +� � �f�r�1� �1r�t•~ �> �.: .. . . .:.... . tt ry } { j,.,yp p j �R � a< MECHANICAL 60" 60° INSTALLATION or less r les Approximately Approximately 1/2 truss length 1/2 truss length Tag Truss spans less than30' Tag Lifting devices should be connected to Strongback/ Line Line the truss top chord with a closed-loop Spreader Bar, Spreader Bar attachment utilizing materials such as „10, slings,chains,cables,nylon strapping, Toe In Toe In etc.of sufficient strength to carry the weight of the truss.Each truss should be set in proper position per the building Approximately designer's framing plan and held with Approximately the lifting device until the ends of the 2!3 to truss length 1h to 2/3 truss length truss are securely fastened and tempo- `— Greater than 60' Less than or equal to 60' Tag rary bracing is installed. Line Tag Line Strongback/ 10' 10, spreader Bar Spreader Bar Toe In Toe In At or above mid-height Approximately I Approximately 2 a 1/2 to 213 truss length _ /3 to /4 truss length Less than or equal to 60' Tag Tag Greater than 60'Line Line � t GROUND BRACING: BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOF - - GBp Top Chord Typical_vertical attachn LBT End wall S1 Ye � �~S \ tA Blocking j To / l Chord GBv ! Ground Front Mind brace � vertical (GB) Z brace verticals(GBv) 1 Ground brace �ry r diagonals(GB,). ill truss of brad C r 1, Ground brace group of irusse � vertical(GB,) End brace(EB);; Grou�d brad .1st truss of i lateral(LB,, 9rdup of lrus Ground brace Ground brace'I <� End brace(EB) lateral(LB.) `diagonals(GB ) ' Note:21'floor system shall have adequate capacity to support ground Strut .. braces. a is door Backup ground' stake Driven ground -Typical horizontal tie member with 1*1floor stakes multiple slakes M.) y 4` r S PITCHED TRUSS TOP CHORD TEMPORARY BRACIN( TOPCHORD 12 TOP CHORD DIAGONALBRACE 4 or greater MINIMUM LATERALRRACE SPACING(DB) a --"- SPAN PITCH SPACING(ILBS) #trusses /�g \ SP/DF SPF/Hi Up to 32' 4/12 8' 20 15 \ Over 32'-48' 4112 6' 10 7 Over 48'-60' 4/12 5' 6 4 Over 60' See a registered professional engineer Note;Bottom chord&web inember temporary bracing also required-refer to Frame 4. DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir SPF-Spruce-Pine-Fir All lateral braces lapped at least 2 Continuous Top Chord pp Lateral Brace trusses. Required 10"or Greater f Attachment Required ys ao, of TSSS S, l�gJ 'r _. ^qs° Top chords that are laterally braced can bucl together and cause collapse if there is no diagor bracing. Diagonal bracing should be nailed to t underside of the top chord when purlins are [ached to the topside of the top chord. SCISSORS TRUSS TOP CHORD TEMPORARY-BRACING TOPCHORD MINIMUM TOPCHORD DiAGONALBRACE PITCH LATERALBRACE SPACING(DBS) ; SPAN DIFFERENCE SPACING(LB) [#trusses] SP/DF SPF/HF 1' U to 28' 2.5 7' 17 12 Over 28'-42' 3.0 6' 9 6 � Over 42'-60' 3.0 5' 5 3 Over 60' See a registered professional engineer Note:Bottom chord&wet)anember temporary bracing also required-refer to Frame 4. DF=Douglas Fir-larch SP=Southern Pine. HF=Hem-Fir - SPF=Spruce-Pine-Fir y All lateral braces — -- '✓ Continuous Top Chord lapped at least 2 r Lateral Brace �� tCUSSeS. ✓' Required 10"or Greater ( f I Attachment Required L - - ---- ---- - i Top chords that are laterally braced can buckle begs �. ti together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed / _moo to the underside ofthetop chord when purlins are attached to the topside of the top chord. BOTTOM CHORD TEMPORARY BRACING BOTTOMCHORD 12 BOT-OMCHORD 'DIAGONALBRACE 4orgreater MINIMUM LAITERALBRACE SPACING(DBs) - SPAN PITCH SPACING(LB) [#trusses] Up to 32' 4/12 15' 15 Over 32'-48' 4/12 15' 7 Over 48'-60' 4/12 15, 674 l Over 60' 1 See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine �° % /- HF-Hem-Fir SPF-Spruce-Pine-Fir All lateral braces lapped at least rsT~°Ss aorze >. •r ,, > I' 2 trusses. Bottom chord diagonal bracing repeated at each end of the building and at same f` s acin as to chord diagonal bracing.p g p � g. � - — BOTTOM CHORD PLANE Temporary cross bracing at each end of the building and repeated at 20'intervals. es "I Permanent continuous lateral bracing i as specified by the z450� truss engineering. I L WEB MEMBER PLANE' 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING i l Top chords that are laterally braced can bucile Continuous TOP CHORD together and cause collapse if there is no diago- TO Chord TOP CHORD DIAGONAL BRACE nal bracing. Diagonal bracing should be nailed Top Chord Lateral Brace �` R41NIMUM LATERAL BRACE SPACING(DBs) attached to the topside of the top chord. Required SPAN DEPTH SPACING(LB) [#trusses] M; 4 SPF/HF 10"or Greater Up to 32' 30" 8' 10 Over 32'-48' 42" 6' 4 Over 48'-60' all5' 2 Over 60' See a registered professional engineer Attachment DF-Douglas Fir-Larch SP-Southern Pine _ /// Required HF-Hern-Fir SPF-Spruce-Pine-Fir !- i 9 10 Trusses s O.C. i 30"or greater i 55 All lateral braces 3201 lapped at least two trusses. The end diagonal brace for cantilevered trusses must be -_, ntial f placed on vertical webs in line with the End diagonals are esseor support. stability and must be duplicated on — both ends of the truss system. 4x2 PARALLEL CHORD TRl1SS TOP CFiIORD TEMPORARY BRACING Continuous Top Chord Top chords that are laterally braced can bucWe Lateral Brace together and cause collapse if there is no diago- Required nal bracing. Diagonal bracing should be nailed 10"or Greater to the underside of the top chord when purlins are attached to the topside of the top chord. ------ _-:._ Attachment Required @ Q c ti ,2" Trusses must have lum- ber oiiented in the hari- Ail lateral braces zontal direction to use lapped at least •-- -- this brace spacing. two trusses. End diagonals are essential for stability and must be duplicated on ---- both ends of the truss system. MONO TRUS S TOP CHO D TTEPOORARY BR./�CI tG TOPCHORD TOP CHORD DIAGONALBRACE MINIMUM LATERALBRACE SPACING(DB$) SPAN PITCH SPACING(LBs) [#trusses] _12 SP/DF SPF HF gre T 1 a te & Up to 24' 3112 8' 17 12 ~\' Over 24'-42' 3/12 1 7' 10 6 �eJ Over 42'-54' 3/12 1 6' 6 4 8- Over 54' See a registered professional engineer <� Note:Bottom chord&web member temporary bracing also required-refer to Frame 4. aJ DF-Douglas Fir-Larch SP-Southern Pine - - HF-Hem-Fir SPF-Spruce-Pine-Fir j � C All lateral -- braces lapr of least 2 Diagonal brace trusses. also required on end verticals. Continuous Top Chord ` Lateral Brace Required 10"or Greater Top chords that are laterally braced can buckle �- together and cause collapse if there is no diago- Zg or ```` nal bracing. Diagonal bracing should be nailed SS 450;. Attachment tothe underside of thetop chord when purlinsare Required attached to the topside of the top chord. c ..��err \� �' �v �'`� � -� .E:� �.,r.-��51y'x� �.'��a �•r� ��'�:: ! t tears ' - 1 ATALLATION TOLERANCES BOW Length L(in) - - PLUMB D(in) R/50 D(ft) Lesserof 12" 1/4" 1 /, - - U200 or 2" 24" 1/2" 2' 36" 314" 3' 1„ 4' 60" 1-1/4" 5' L(in) ,.----- --- -- _ - L(in) i 72" 1-1/2" 6' i — --- �- -- l 84" 1-3/4" T 1 l 96" 2" 8' Truss I 108" 2" 9` J Depth - --—-- Din ( ) I /, -- Lesserof I L/200 or 2 l Lesser of D150 or 2" L(in) U200 L(ft} L(in) V200 L(ft) 50" 1/4" 4.2' 200" 1" 16.7' Maximum Plumb 100" 112" 8.3' 250" 1-1/4" Misplacement Line 150" _3/4L_j 12.5' OUT-OF-PLUMB INSTALLATION TOLERANCES OUT-OF-PLANE INSTALLATION TOLERANCES ABIt Ota rtat cutrtss f✓�ar2kCiCt<3tdsaltfrlesllat3t N O E oL r- Z N O O w a -1--Z0 -a c a) E C: ° OO°c- L3a o o �U vva EcN oCD '-Ln a o a o �E -0 O o ° °a .o` ° L Op E o u p O OU O C OC22 O C 01 C = a— a " a— AN c° a7 a j C p. p- U 0) U o E°o> c- z o m° (? c �oo Q oO •� o 0 � ' a) ° OQ � ° o m ' `� C E -0 m a) m° m6 5 � ' ao� 2 EQ -°ae a O o afer o..cmao'a c - v .fl E a oa oo oa E Q ° d O) c C 3 U m O N aOCNNm 'CN� -0-E .n•- v -ac Q p �0 O p ' = 0 - O 0- yva o o �O a)0, °U� o ` o� � . a > c o� E} O O° � o o Oarn c � O a E O 2 E.00-a N Z c O EaOU 00 c � E o c a a)vo � �O N o 27 ° ° : ` o � oN °u i °S o v o° m 3 � o°Op N a or E m EQE `u ° O Zo -5 N p D E ' as (� O 7 v C > a ¢ a aa 0o Q ` ❑fa m a ° o o67J 4 LL- Q (V (`� u'i ,O In c6 O, c0 0� O GdOHO dOlLn v O E9-C UCMZ € W C O �� O ¢ a ~_ •j O W Z W �ONy N ° N n W O >' m Q: H N �.c v M; u 0p -1 C o W v W 1 a }� o0 0 W� LL J C, o C E ca 0 3 Z Z o' �^ ° a -° o m W w o'10 cl� W rn N L_LM O O. 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