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Plans (2)
N O EXCEPTION TAKEN ❑ M AKE CORRECTIONS NOTED gr- • . REJECTED ❑ REVISE AND RESUBMIT ❑ Checking Is only for conformance with the design • concept of the project. Architects responsibility RECEIVED for approved drawings is limited to the put set - . forth in the Contract. Contractor is responsible for dimensions to be confirmed and correlated at the Job site; for information that pertains to the JUN 0 2 2008 fabrication processes or to construction technique . coordination of the work of all CITY OF TIGARD trail BY 6 Data BUILDING DIVISION op PECK SMILE LIs AcIC!vl a ECTS 4412 SW Corbett AVOWS : ; Portland, Ore;yor onso (E03) 242-9170 Gang Nailed Trusses Division 6, Section 06190 (761 lw V0 -k-LN v City of Tigard Ap �v - • Plans By ii D Date: 5/6/08 VOP 0 - — AO. 2 -a— Submitted For: Tualatin Valley Fire & Rescue Station 50 - 'Walnut' OFFICE COPY Submitted By: ._ Precision Roof Trusses, Inc. Includes: Truss Drawings DATE:. S/4/06 08 ❑ REVIEWED ❑ REVISE AND RESUBMIT FIRST CASCADE CORPORATION ❑ REJECTED MAKE CORRECTIONS AS NOTED ❑REVIEWED, NO EXCEPTIONS NOTED ❑ NOTE: CHANGES Vender is entire y r sponsible for performance of his SUBSTITUTION product(s). Corrections or comments made on the shop ALTERNA drawings during this review do not relieve contractor BY from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimension; selecting fabrication processes and techniques of construction; coordnating his work with that of all other trades; and performing his work in a safe and satisfactory manner. Lewis & Van Vleet Inc. • Col , , /;, g Engineers kit�2a 1 + v 4......, • FIRST CASCADE CORPORATION TVF&R STATION 50 SUBMITTALS FOR ROOF TRUSSES 6100 • NEW TVF &R STATION May 6, 2008 PRECISION ROOF TRUSSES, INC. Tom Martin Sales Team Coordinator Any questions please call me @ 503 - 807 -1575 I, t - I '', f 35 -5.4 50-10-4 5 -7 -0 32 -7-4 8 -0-8 I ! I ! I 1 ! PRECISION ROOF TRUSSES, INC. 1 (1 I 11550 S.E. JENNIFER ST. I I I CLACKAMAS, ORE. 97015 — OFFICE: (503) 656 -2983 II FAX: (503) 656 -2647 II II ��� 1 —( 1 1 3 3 1 ) _ I , 2X I ® ! 1 11 VCF 1 le N 71 rl I I I_ _...i 7 AMP I ,i Z MI g, 11 ? ( 2 ) I - — I I A 4 / D3 11 _ I I I I — / -' II I t I II I I! I (5) / 1(5) II (5) II Al ICI II jOl I 1_ I 1 I '- ( NC,i II I I 4 I i A C3 I _ i 13 11. TI — 4 0 ' 11 \ \ L.__ I LL r I II C 1 _....: I 1° I l i 11 _LJ I I i i it II I'12') 1 I I I NI . l 1 I I MO 1 d ...gift (40 I ( Al ' a I (29) 1, . ( I o d -- - - • �� 05 I I •. _I I I I I D7 "" _ gIIII.EIMIMEIMVFII 1 1 - 1 I I I 11 1 1 1 L1 II I I I —.— j1 11 1 I I 1 11 II Customer: I I I 11 II I _ I I 5 =5-4 1 I TVF &R STATION 50 I i 1 I I I I I I I II Job Description: I na -IZ 11 FIRE STATION l 1 1 i I ii Viz I ii 1 I MUM 1. 1 1 1 11 Plan #: Lot #: • I I I Az L c3 1 q I I I I I 1 E Roof Pitch: Overhang: Roof Loading: _I I (4) I I 1 INFM i 1 ( oi 11 4:12 36" 25 -10 -10 _ I) ! - 1 ! 1 —r/ 1 , _ Ceiling Pitch: Designer: Salesman: I I I I I I Flat Kevin B. Tom M. 21-5-4 • 50 -4 -12 24 -2-4 22 -6-0 Dale ' I 51.3.12 04/10/08 • It , 1, Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 Al MOD QUEEN 40 1 R28328187 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR. 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 13 2008 Page 1 9.0.6 17-4.2 I 25-7-14 I 33.11 -10 I 42.3-6 t 51.3.12 9-0-6 8-3.12 8-3 -12 8.3.12 8.3 12 9p6 Sao. 1 82'! 5.e = 490 17 5 • 4.e 34.3 7 a4 a. ../ l� r7 e c ;: 4.12 = 44 13 12 11 10 4412 = 474 = 578 = 4.8 = 503 = 4.4 = I 13 -2.4 I 25.7 -14 I 38.1.8 I 51.3 -12 l 13.2-4 12.5 -10 12 -5.10 13 -2-4 Plate Offsets (X.Y): 11.0 -0-1 0 -0 -11.15 0-;1-0.0-3-01.19 LOADING (psq TCLL 25 0 SPACING 2 -0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.81 Vert(LL) -0 40 12 -14 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1 15 BC 0 86 Vert(LL) -1.15 12 -14 >532 240 BCLL 0.0 Rep Stress Ina YES WB 0 84 Horz(TL) 0.34 9 n/a n/a Code IBC2003/TPI2002 (Matnx) Wind(LL) 0 25 12 >999 240 Weight 273 lb JCDL 10.0 — — - -- LUMBER BRACING TOP CHORD 2 X 6 DF No 2 G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. BOT CHORD 2 X 6 HF SS 'Except' . BOT CHORD Rigid ceiling directly applied or 8 -9-0 oc bracing 11-132 X 6 HF No 2 WEBS 2 Rows at l/3 pts 4 -12, 6 -12 WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 1= 2288/0 -5 -8, 9= 2288/0 -5 -8 Max Harz 1= 116(LC 7) Max Uplift1=- 326(LC 5), 9=- 326(LC 6) , Max Grav1= 2707(LC 2), 9= 2707(LC 3) [t S. T FORCES (lb) - Maximum Compression/Maximum Tension ` F � � ,A S!/ v TOP CHORD 1 -2 =- 6505/839, 2 -3 =- 5742/681, 3 -4 =- 5601/701, 4-5=-3686/536, 5-6=-3686/536, 6-7 =- 5601/701, 7-8 =- 5742/681, 8 -9 =- 6505/839 , F O �ti(, BOT CHORD 1- 14=- 798/6004, 13 -14 =- 564/4772, 12 -13 =- 564/4772, 11- 12= -484/4772, 10- 11=- 484/4772, 9- 10=- 719/6004 .--- WEBS 2 -14 =- 851/284, 4 -14= 14/953, 4-12 =- 1739/328, 5 -12 =- 138/1650, 6 -12 =- 1739/328, 6 -10 =- 14/953, 8 -10 =- 851/284 NOTES - %Is - \ go 1) Wind: ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =6 Opsf; h =25ft; Cat II, Exp C; enclosed, MWFRS (low -rise), cantilever left and nght exposed ; end vertical left and nght exposed; Lumber DOL =1 33 plate gnp DOL =1 33 3 0496 2) TCLL ASCE 7 -02; Pf =25 0 psf (flat roof snow), Category II, Exp C, Fully Exp.: Cl' 1 0 .<�, 4�C /STE 30496 i CI ` " 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads s r G 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard f EXPIRES: 08 1 �(< D PR OFe c � F'V "� � �I t; - E• p t • A -o ORE = t MF R s . �N - ( EXPIRATION DATE: 06/30/08 3 April 24, 2008 a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 5111-7473 BEFORE USE MI Design valid for use only with MiTek connectors This design is based only upon parameters shown and is far an individual building component Appicabdity of design poramenlers and proper incorporation of component a responsibility of building designer - not truss designer Bracing shown e for lateral suppai of individual web members only Additional temporary bracing to insure stability during construction is the responsbdlty of the MiTek' erector. Additional permanent bracing of the overat structure is the responsibiity of the building designer For general guidance regarding Iabricotion, quality control storage. delivery. erection and bracing consult ANSI/1911 Qualify Criteria, DSB -89 and BCSII Building Component ro�cw m Safely Information available from Truss Plate Institute. 583 D'Onolno Dove. Madson. WI 53719 7777 Greenback Lane. Surge 109 Citrus Hei0tils, CA, 95610 , I' • f1 Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 A2 MOD QUEEN 2 R28328188 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MITek Industnes, Inc Thu Apr 24 10 35 13 2008 Page 1 I 9-0-6 f 17.4.2 I 75-7.14 3311 -10 I 42.3-6 I 51:3.12 1 9-0-6 8.3-12 9-3.12 8.3 -12 8.3.12 9-0-6 Sob •1930 S.8 = 400 (1= 5 5 f� 4.4 m4 c 1F 11'\X\_ 9 4 .9 y m9= i 2.4 0 N 2 1a ! 9 i.ggigiliglIl ..7 410 = 14 13 12 11 10 m10 = m4= m9 m9= m0= 44= I 13.2.4 25.7.14 I 38 -1 -8 < I 51 -3.12 I 13.2 12.5.10 12.5-10 13.2.4 Plate Offsets (x1.):_[1..13-0,..1.0-0=51.19:0.0-1.0-0-51 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (hoc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL ) -0 33 1 -14 >999 360 MT20 185/148 (Roof Snow =25 0) Lumber Increase 1.15 BC 0 67 Vert(TL) -0 81 12 -14 >757 240 BCD 1 0 0 Rep Stress Incr NO WB 0 78 Ho (TL) 0 25 9 n/a n/a Ht^fll 10.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0 17 12 -14 >999 240 Weight 547 lb LUMBER BRACING TOP CHORD 2 X 6 DF No 2 G TOP CHORD Structural wood sheathing directly applied or 3 -6-8 oc purtins BOT CHORD 2 X 6 HF SS *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing 11 -13 2 X 6 HF No.2 WEBS 1 Row at midpt 4 -12 WEBS 2 X 4 HF Stud /Std REACTIONS (lb /size) 1= 3740/0- 5 -8,9= 2638/0 -5 -8 Max Horz 1= 116(LC 7) Max Uplift1=- 575(LC 5), 9=- 386(LC 6) e Max Grav1= 4700(LC 2), 9= 3187(LC 3) - FORCES . � R S. T /,� :G (lb) - Maximum Compression /Maximum Tension Z F ‘V AS // � TOP CHORD 1-2=-11020/1372, 2J= 9185/1107, 3-4=-8878/1099, 4 -15 =- 5269/711, 5 -15 =- 5000/717, 5 -6 =- 5155/719, 6 -7 =- 7005/876, O �ti' 7-8 =- 7147/856, 8 -9 =- 7877/1010 �• • i • C > BOT CHORD 1 -14 =- 1300 -14 = 891 -13 =- 891/7400,11 -12 =- 653/6128,10 -11 =- 653/6128,9 -10 =- 879/7290 N i t WEBS 2 -14 =- 1988 -14 =- 119 -12 = 3259 -12 =- 245/2498,6 -12 =- 1688/322,6 -10 =- 9/910,8 -10 =- 793/277 J 1 ` NOTES • 1) 2 -ply truss to be connected together with 10d (0.131'x3 ") nails as follows. 30 r Top chords connected as follows 2 X 6 - 2 rows at 0 -9-0 oc. 0 4 , 30496 , 4 Bottom chords connected as follows 2 X 6 - 2 rows at 0 -9-0 oc � j G1STtitt�' ` Webs connected as follows 2 X 4 - 1 row at 0-9 -0 oc. SS G /ON A L s 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =6 Opsf, h =25ft, Cat. II, Exp C; enclosed, MWFRS (low -rise), cantilever left and nght exposed , end vertical left and right exposed, Lumber DOL =1 33 plate gnp DOL =1 33 1 EXPIRES: 08-01 -08 4) TCLL ASCE 7 -02, Pf =25 0 psf (flat roof snow); Category II, Exp C; Fully Exp , Ct= 1 5) Unbalanced snow loads have been considered for this design <" ��D PR 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 �CD< NG I N . s / o 8) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 C? t.. / 9 2 LOAD CASE(S) Standard �� 1 / 1) Snow Lumber Increase =1 15, Plate Increase =1.15 - Uniform Loads (plf) Vert 1- 9 = -20, 5- 15 = -70, 5 -9 = -70 / Trapezoidal Loads (plf) ,- Vert 1=- 174(F =- 104)- to- 15=- 134(F = -64) A A OR E , ' -I, �R S S \ EXPIRATION DATE: 06/30/08 April 24, 2008 WARNING - Verify design parameters and READ NOTES ON TIIIS AND INCLUDED MITE): REFERENCE PAGE 5111 -7473 BEFORE USE • ME Design valid for use only with Mitek connectors This design is bosed only upon parameters shown and is for on individual building component. 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 memoers only Additional temporary bracing to Insure stability during construction is the responsibttty of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication. quality control, storage delivery erection and bracing consult ANSI /TPII Quality Criteria, DSB -89 and BCSI I Building Component Safety Information available from Truss Plate Institute 583 DOnofno Dnve, Madison WI 53719 7777 77 Greenback eensacis Lane. Suite 108 Citrus Heights. CA 95610 3' RI Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 A3 MOD. QUEEN 2 R28328189 2 Job Reference (optional) PRECISION ROOF TRUSSES, CIACKAMAS,OR 97015 7 040 s Mar 26 2008 MWTek Industries, Inc Thu Apr 24 10 35 15 2008 Page 1 I 9 -0E 17.4.2 1 17.. f 257.14 I 33 -11.10 . 42 -3 -8 1 -._- 51- }7 9 -0-8 8 -3.12 8 -3-12 8-3.12 8.3.12 9.0.6 5e4i. • 1 at 7 5.. = s 400 - �� 424 44 II III I 48 7 211 '1,` 3 457', 214 t 65 47 B qqi 1 J . UU 15 14 13 12 It f0 16 47= 44= 45 = 48 = 48 = 4.4 = 4.7 = 1 13-2.4 I 25-7.14 I 39-1.8 I 51.3-12 13-2.4 12 -510 12.5.10 13.2.4 LOADING (psf) SPACING 2-0-0 CSI DEFL TCLL 25 0 In (lac) I /deft L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 31 Vert(LL) -0 23 10 -12 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1 15 BC 0 43 Vert(TL) - 0.60 10-12 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0 81 Horz(TL) 0.18 9 n/a n/a BCDL 10 0 Code IBC2003/TPI2002 (Matnx) Wnd(LL) 0.15 10-12 >999 240 Weight 547 lb LUMBER BRACING TOP CHORD 2 X 6 DF No 2 G TOP CHORD Structural wood sheathing directly applied or 5 -4-12 oc puriins. BOT CHORD 2 X 6 HF SS 'Except' BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing 11- 132X6HFNo2 WEBS 2 X 4 HF Stud/Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (lb/size) 1= 2288/0 -5 -8, 9 =2288/0 -5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO TH Max Harz 1= 1059(LC 20) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW Max Uplift1=- 1077(LC 15), 9=-1077(LC 18) Max Grav1= 3457(LC 12), 9 =3457(LC 13) FORCES (lb) - Maximum Compression /Maximum Tension r � - • R S. T /A; . - TOP CHORD 1 -2 =- 8587/2972, 2- 3=- 7174/2110, 3-4 =- 6655/1753, 4- 5=- 4417/1245, 5- 6= -4417/1245, 6-7 =- 6652/1751, 7-8 =- 7170/2106, ` �� Y \,ASf/ cF� 8 -9 =- 8582/2967 l? / ti • BOT CHORD 1 -15 =- 1878/ 6574, 14 -15 =- 1368/6574, 13 -14 =- 1060/5268, 12 -13 =- 1060/5268, 11 -12 =- 930/5218, 10-11=-930/5218, tip' , G. 10- 16=- 1087/6373, 9 -16e_ 2736/6373 AZ- o , WEBS 2 -14 =- 911/344, 4 -14 =- 57/997, 4-12 =- 1769/357, 5-12 =- 139 / 1650, 6-12=-1771/360, 6-10 =- 61/1000.8 -10 =- 913/347 r, - ''4 .y 4 P NOTES ../ S ; Is 1) 2 -ply truss to be connected together with 10d (0 131's3 ") nails as follows. ! ,, Top chords connected as follows" 2 X 6 - 2 rows at 0-9 -0 oc P �, 30 T ` `� c � � Bottom chords connected as follows. 2 X 6 - 2 rows at 0 -9 -0 oc A I. G/ • E,V. Webs connected as follows 2 X 4 - 1 row at 0 -9 -0 oc. ss�i� /, l C NC o 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Wind ASCE 7 -05, 100mph, TCDL =4 2psf; BCDL =6.Opsf, h =25ft, Cat. II, Exp C, enclosed, MWFRS (low -rise), cantilever left and right exposed , end vertical left and nght exposed, Lumber DOL =1 33 plate gnp DOL =1 33 1 EXPIRES: 08-01-08 I 4) TCLL; ASCE 7 -02, Pf =25 0 psf (flat roof snow); Category II, Exp C, Fully Exp , Ct= 1 5) Unbalanced snow loads have been considered for this design 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads ` l L � D P R Q,c . 7) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI I \ ��.1G I NF s / 0 9) This truss has been designed for a total drag load of 4280 lb Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -0-0, �, 50 -3 -12 to 51 -3-12 for 2140 5 plf. , 16 I 9 LOAD CASE(S) Standard ,pT • ' GO ' 1.61 MBE" 2/ A. gS1\N EXPIRATION DATE: 06/30/08 April 24,2008 r r a, WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411 -7473 BEFORE USE MTa based I IMAM. Design valid for use only with Wok connectors This design only upon parameters shown and is for an individual building component Applicability of design paromenters and proper incorporation of component u responsibility of building designer - not truss designer Bracing shown p is for lateral support of individual web members only Additional temporary bracing to insure stabtiy during construction n the responsibility of the (MTek' erector Additional permanent bracing of the overall structue is the responsibility of the building designer For general gu:dance regarding lobncation quality control. storage. delivery erection and bracing. consult ANSI /TPI1 Quality Criteria. 055 -89 and BCSII Building Component ',TOUCAN. Safety Information available from Truss Plate Institute. 583 D'Onolno Dove. Madison. WI 53719 7777 Greenback Lane, Suite 109 Carus Heights, CA, 95610 J 3' 81 Job !Truss Truss Typo Oty Ply SELECTED BIDDERS TMK/AC R28328190 SELECTED2 I B1 HOWE 13 1 Job Reference (optional) . PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MITek Industries, Inc Thu Apr 24 10 35 16 2008 Page 1 I-_3 -04 I 5 -612 I 11.4.12 17 -8 -10 1 24.0 -8 I__,_28-8-8 I '15.5-4 I 36 -5-4 I • 3-0-0 5$12 5-8-0 6-3.14 6.3.14 5.8-0 5-8-12 3-0-0 Srai• • 1 661 509 II 5 Y m8 4035 &B ] 7 �,, ° 16 4 joi � 1 J 9 • 54 = 15 14 13 0 16 II 10 500 = 04 = 04 = LB = 3.4 11 5,5 = 04 = 1 782 1 14-6-0 1 19 -16 1 20.11-0 1 27.11.2 1 35 -5-4 1 76.2 0-11 -14 4.7.8 1.9 -12 8 -11 -14 782 Plate OfselafX Y1. 1.11 -2 -8 0.2_171 (12 0-2 -12 0 -1 -8] LOADING (pst) TCLL 250 SPACING 2 -0-0 CSI DEFL in (lac) Udell Ud PLATES GRIP (Root Snow =25 0) Plates Increase 1.15 TC 0 86 Vert(LL) -0.16 10-11 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.67 Vert(TL) -0 81 11 -12 >521 240 BCLL 0 0 Rep Stress Incr NO WB 0 79 Horz(TL) 0 25 8 n/a n/a _JIM 10 0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0 09 14 >999 240 Weight. 223 lb LUMBER BRACING TOP CHORD 2 X 10 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -0-13 oc purlins 3-5 2 x 4 DF No.18Btr G, 5-7 2 x 4 DF No 18BIr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing BOT CHORD 2 X 6 HF SS WEBS 2 X 4 HF Stud/Std REACTIONS (lb/size) 2= 2483/0 -5 -8, 8= 2685/0 -5-8 • Max Horz2= 119(LC 7) Max Grav2= 2894(LC 2), 8= 3096(LC 3) FORCES (lb) - Maximum Compression /Maximum Tension ' � S. T /,�, ' TOP CHORD 1 -2 =0/98, 2- 3 =- 5711/0, 3-4=-5422/0, 4 -5= 4686/0, 5-6 =- 5274/0, 6-7 =- 5951/0, 7-8 =- 6231/0, 8 -9 =0/98 �P �y�-�S F' BOT CCHORD 2 -15= 0/5171, 14- 15= 0/4782, 13- 14= 0/3999, 12- 13= 0/3999, 12- 16= 0/4216, 11 -16= 0/4216, 10- 11= 0/5317, 8- 10= 0/5652 �� � ��, WEBS 3 -15 =- 222/212, 4 -15 =- 94/357, 4 -14 =- 748/274, 5-14 =- 190/798, 5 -11= 0/1541, 6 -11 =- 709/318, 6 -10 =- 157/303, 7 -10 =- 197/237, \ _1 > O 5 -12 =0/984 h' b L NOTES �" 1) Wind: ASCE 7 -05: 100mph: TCDL =4 2psf: BCDL =6 Opsf. h =25ft, Cat II, Exp C. enclosed, MWFRS (low -nse), cantilever left and nght exposed , end vertical left and nght exposed, Lumber DOL =1.33 plate grip DOL =1 33 30496 2) TCLL' ASCE 7 -02; Pf =25 0 psf (flat roof snow), Category II, Exp C, Fully Exp , Ct= 1 O P� ;O < :;' 3) Unbalanced snow loads have been considered for this design- % �' , fsTti +� \[' 4) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent ' 'ONA L , NC3 with other live loads. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads s ' 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 r EXPIRES: OK-01-08 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9 has/have been modified Building designer must review loads to verify that they are correct for the Intended use of this truss � �ED PR OFF 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1550 lb down at 20-0 -0 on bottom chord The design /selection of such connection device(s) is the responsibility of others. � � ; FC s / 1 U) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) �� �y � 2 t' 9 r LOAD CASES) Standard i . :j e ' Ee 1) Snow Lumber Increase =1.15, Plate Increase =1 15 Uniform Loads (plf) Vert. 1- 5 = -70, 5 -9 =70, 2 -8 = -20 IP ,// Concentrated Loads (lb) l'" Vert' 16=- 1550(F) A O' ' GO' ‘ � 2) Unbal Snow -Left Lumber Increase =1 15, Plate Increase =1 15 • TF ' / - 2� • , �. • Uniform Loads (plf) Vert 1 -5 =- 104, 5-9=-35, 2 -8 = -20 r� + R S -( \ N � Continued on page 2 ( EXPIRATION DATE: 06/30/08 April 24, 2008 a WARNING. Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 3111.7473 BEFORE USE Design valid for use only with M7el, connectors The design 9 based only upon parameters shown, and is for an individual budding component Applicability of design paromenters and proper incorporation of component is responsblity of building designer - not truss designer Bracing shown a for biers/ support of individual web members only Additional temporary bracing to insure stabi5ly during construction is the responsibliry of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibdGty of the bu:Iding designer For general guidance regarding fabrication quality control. storage delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB -69 and Ball Building Component ° °'c. m +c +ro +K Solely Information available from Truss Plate Institute 583 D Onofno Dnve. Moaaon WI 53719 7777 Greenback Lane. Bride 109 Citrus Heights CA, 95810 • Job Truss Truss Typo Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 B1 HOWE 13 1 828328190 • Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industries, Inc Thu Apr 24 10 35 16 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert. 16=- 1550(F) 3) Unbal.Snow -Right Lumber Increase =1.15, Plate Increase =l 15 Uniform Loads (plf) Vert' 1- 5 = -35, 5- 9 = -104, 2 -8 = -20 Concentrated Loads (Ib) �\ Vert: 16=- 1550(F) 4) IBC BC Live Lumber Increase =l 25, Plate Increased 25 Uniform Loads (plf) Vert. 1- 5 = -20, 5- 9 = -20, 2 -8=-40 Concentrated Loads (lb) Vert 16=- 1550(F) • 5) MWFRS Wind Left: Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (plf) Vert. 1 -2=48, 2 -5 =27, 5 -8 =18, 8 -9 =11, 2.8 = -12 Horz 1- 2 = -56, 2- 5 = -36, 5 -8 =27, 8 -9 =19 Concentrated Loads (lb) Vert 16=- 1550(F) 6) MWFRS Wind Right Lumber Increase =1 33, Plate Increase =1.33 Uniform Loads (plf) Vert. 1 -2 =11, 2 -5 =18, 5 -8 =27, 8 -9 =48, 2-8=-12 Horz 1- 2 = -19, 2- 5 = -27, 5 -8 =36, 8 -9 =56 Concentrated Loads (Ib) Vert: 16=- 1550(F) 7) MWFRS 1st Wind Parallel Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (plf) Vert. 1 -2 =48, 2 -5 =27, 5 -8 =14, 8 -9 =7, 2 -8 = -12 Horz. 1- 2 = -56, 2- 5 = -36, 5 -8 =23, 8 -9 =15 Concentrated Loads (Ib) Vert' 16= 1550(F) 8) MWFRS 2nd Wind Parallel Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (plf) Vert' 1 -2 =7, 2 -5 =14, 5 -8 =27, 8 -9 =48, 2 -8 = -12 Horz 1- 2 = -15, 2- 5 = -23, 5 -8 =36, 8 -9 =56 Concentrated Loads (Ib) Vert 16=- 1550(F) 9) IBC Snow on Overhangs* Lumber Increase =l 15, Plate Increase =1 15 Uniform Loads (pit) Vert 1 -2= -120, 2- 5 = -20, 5- 8 = -20, 8 -9= -120, 2 -8 = -20 Concentrated Loads (Ib) Vert. 16=- 1550(F) , u:a. -�, -w. ,. % «-.: Yy,�i� �- _, ,,;.... - .�- .a..•L„- s_..�� ,.:r_.,,�-- ,._.- ��.= r,.�,� u:�� �. �m ���. ....�.�- .::,.,,r,�.s�.::..� -.� ��a� ,y..,s.z,,,�. ::..,.��- �.. -:, �, ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLLDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with Mick connectors This design is based only upon parameters shown and is for an individual balding component Applicability of design paromenters and proper incorporation of component a responsbudy 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 responsibility of the MiTek• erector Additional permanent oracing of the overall structure is the responsibility of the budding designer For general guidance regorging fabrication quality control storage delivery erection and bracing. consult ANSI /TPII Quality Criteria. 13511-89 and BCSII Building Component eo »ce.r..ca. own Safety Information available from Truss Plate Institute 583 DOnoino Drive, Mad:son. WI 53719 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95810 .. I. Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 B2 HOWE 2 1 828328191 Job•Reference Topbonal) T - � PRECISION ROOF TRUSSES, CLACKAMAS,OR. 97015 7'040 s Mar 26 2008 MiTek Industries,, Inc Th - Apr 24 10 35 17 2008 Page 1 a -oo I salx 11J -tz 300 5-8-12 54.0 3012 180 1 -9-i .^� i 8 se4• • 1 43 4 s ]■4 4 / (6 e.e , - . 14 o pi i 1 116 j 3 •00 x 1 it x °I IAA ►ti' 8 8 3.= h4= I 782 1 14 -5 -8 I 782 8-11-8 _Plate OffsetSlX,Y1. (3.0- 4-0.0 -3-8] _ LOADING (psf) TCLL 250 SPACING 2 -0-0 CSI DEFL in (lac) 1 /deg lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1 15 TC 1.00 Vert(LL) -0.02 8 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0 13 Vert(TL) -0 06 7-8 >999 240 BCLL 0 0 Rep Stress Incr NO WB 0.77 Horz(TL) 0 01 7 n/a n/a Rrfll 10.0 Code IBC2003/TPI2002 (Matnx) Wtnd(LL) 0.01 8 >999 240 Weight 111 lb LUMBER BRACING TOP CHORD 2 X 10 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. 3 -6 2 X 6 DF No 2 G BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing BOT CHORD - 2 X 6 HF SS WEBS 2 X 4 HF Stud/Std REACTIONS (lb /size) 2= 793/0 -5-8, 7= 1226/0 -5-8 - Max Horz2= 268(LC 5) Max Uplift2=- 219(LC 5), 7=- 288(LC 5) Max Grav2= 1114(LC 2), 7= 1710(LC 2) . I ` - R S T FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/98, 2-3 =- 1113/0, 3-4 =- 713/0, 4-5 =- 118/472, 5-6=-176/15 Os V4 » f / '4" f BOT CHORD 2- 8=- 128/925, 7-8= -94/76 �� � � o "`l, Cj • WEBS 3 -8 =- 529/144, 4 -8= 7/730, 5-7 =- 1102/199, 47 =- 727/155 � ■ L „ NOTES - 1) Wind: ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL =6 Opsf, h =25ft, Cat II, Exp C; enclosed: MWFRS (low -rise), cantilever left and right exposed ; end vertical left and nght exposed, Lumber DOL =1 33 plate gnp DOL =1 33 30496 2) TCLL ASCE 7 -02; Pf =25 0 psf (flat roof snow); Category II, Exp C, Fully Exp ; Ct= 1 - 0 ( , �_ k �� � � 3) Unb snow loads have been considered for this design - f 5T \ t , 4) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent �'s' ONAL \ s - with other live loads , 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 ( EXPIRES: 08-01 -08 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385 lb down and 48 lb up at 17 -8 -10 on top chord The design /selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) �'�.fl PR OFF LOAD CASE(S) Standard C. 'NG( .% s /Q 2 1) Snow: Lumber Increase =1 15, Plate Increase =1 15 4 44 Uniform Loads (pIQ 16 7 �• Vert' 1- 6 = -70, 2 -7 = -20 Concentrated Loads (lb) Vert 6=- 280(F)/ ORE 4 �.°j�� �O 1 41 1 • � � ' R S -0 EXPIRATION DATE: 06/30/08 April 24,2008 i i■ ® WARNING • Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE �* Design valid for use only with MiTek connectors This design Is based only upon parameters shown and is loran individual budding component ®8I Applicability of design paramenlers and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown �� is for lateral support of individual web members only. Add.tional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector Additional permanent bracing of the overall structure is the responsiblity of the bu.lding designer For general guidance regarding fabrication quality control. storage. delivery. erection and bracing consult ANSI /TPII Quality Criteria, 058.89 and BCSII Building Component Poi r, ,. Safely Information available from Truss Plate Institute. 583 0Onotno Drive Modson. WI 53719 7777 Greenback eenback Lone. Suite 109 _i _Citrus Heights, CA, 95610 .9 Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 Cl MOD QUEEN 9 1 828328192 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industries, Inc Thu Apr 24 10 35 18 2008 Page 1 7-0- I 12.8 -0 17815 l 24.2:4 I 7-0-0 5-6-0 5-0-15 6 -7.5 4,5 = Soh•1475 354 403 fir 4 4,6 44 0 2r3 \\ d 3 d 3 og 1 1 \1„ MO 5.5% 5.5> r2� WO ll 10 9 g 7 1,4 = 34 = pg = L 4 11 I x-72 I 17-6-15 24 2.4 66.12 I I &63 8.7.5 Plate Offsets (X,YI 11 0- 3- 8,Edoe1,15 0- 2- 8,0 -2 -41, 16 3 -0,0-1 -81,18 0-1- 12,0 -1-81 TOADING (psf) 0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 72 Vert(LL) -0.12 8 -10 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0 49 Verl(TL) -0 41 8 -10 >697 240 BCLL 0.0 Rep Stress Inc: YES WB 0 55 Horz(TL) 0 07 7 n/a n/a BCDL 10 0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0 05 10 >999 240 Weight 118 lb LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &BV G TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purtlns, except end BOT CHORD 2 X 4 HF No 18Btr verticals WEBS 2 X 4 HF Stud/Std *Except' BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing 6-7 2 X 4 HF No.18Blr WEBS 1 Row at midpt 4 -8 SLIDER Left 2 X 8 DF No 2 5-8 -12 REACTIONS (lb /size) 1= 1082/0 -5 -8, 7= 1082/0 -5-8 Max Horz 1= 165(LC 6) Max Uplift 1=- 167(LC 5), 7=- 144(LC 5) ' n ^�it S. T/ ,� 7 Max Grav1= 1410(LC 2), 7= 1082(LC 1) , C FORCES (lb) - Maximum Compression /Maximum Tension `Q � // ; Ili � TOP CHORD 1 -2 =- 2660/313, 2 -3 =- 2446/330, 3 -4 =- 2346/315, 4 -5 =- 1059/190, 5-6 =- 982/193, 6 -7= 1023/176 1 0 BOT CHORD 1 -10 =- 309/2350, 9 -10 =- 200/1697, 8 -9= 200/1697, 7 -8= -49/78 + ,' z • WEBS 3- 10=- 423/166, 4-10= 47/709, 4 -8 =- 1077/213, 5- 8=- 36/299, 6-8 =- 108/1085 + . NOTES A , ( - ` ti 1) Wind ASCE 7 -05, 100mph, TCDL =4 2psf; BCDL =6 Opsf; h =25ft, Cat II, Exp C, enclosed; MWFRS (low -nse), cantilever left and nght T (, : 30496 `� , � , • exposed ; end vertical left and nght exposed, Lumber DOL =1.33 plate grip DOL =1 33 � +�� � G %%STE.C T 2) TCLL• ASCE 7 -02, Pf =25 0 psf (flat roof snow), Category II; Exp C; Fully Exp.; Cl= 1 S G� 3) Unbalanced snow loads have been considered for This design S /OIVAL ■r 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ' 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This Truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. I EXPIRES: 08-01-08 ) LOAD CASE(S) Standard 11/A.A� 0. >` •• � R S -C` EXPIRATION DATE: 06/30/08 April 24, 2008 .6.:..ru :,.«.,,,. ..,� v.,.:..,:. .. 5., : - ..1_<, : 7rLr :.,., „ '.:.. :..r..,,. <ax.,: . , La- .1.r.1 »r.1r..., : • u_.._..... ,.... - 7_s ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111 7173 BEFORE USE • w. sv�o�� Design Dosign valid for use only with MITek connector This design a based only upon parometen shown, and is for an individual building component Iiiii 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 responsibtlry of the MiTek• erector Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding • fabrication quality control, storage delivery. erection and bracing. consult ANSVIPI1 Quality Criteria. D58.89 and BCSII Building Component 111 Safely Information available from Truss Plate Institute 583 D'Onolno Drive Madison WI 53719 7777 7 r Greenback eosack Lan Lane, Suite 109 Citrus Heights. CA. 95610 . e • Job Truss Truss Type Qty Ply SELECTED BIDDERS TMK/AC SELECTED2 C2 MONO TRUSS 21 1 828326193 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MITek Industries. Inc Thu Apr 24 10 35 18 2008 Page 1 1 7-0-0 1 12-6-0 1 2042 2 I 24.2-4 I 7-0-0 5-6-0 7 -8.2 4-0-2 h4 II sole VI 8 7 .ao1x e.e/ hs s ( ..../ ( .4 1 hec s b] 4 ti • 3 ss v 1 12 0 • 5,B % 5,9 0 '< 10410 II 11 10 9 8 344 = h 8 MT I B N= ha .I 1 8-6-12 I 17.5 -3 I 24.2- 8-6-12 8.10-7 6-9-1 -Plate Offsets (X.Y): (1.Edge.0- 0- 0J,-j5.0- 2- 4.0 -1 -8J, [6.0- 3- 0.0 -2 -4). (8:0- 1- 8.0-1- 12119.0- 3- 0.0 -2 -0). [11:0- 1- 8.0 -1 -81 LOADING (psf) 25 0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 1 00 Vert(LL) -0 19 9 -11 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1.15 BC 0 81 Vert(TL) -0 51 9 -11 >562 240 MT18H 185/148 BCLL 0.0 Rep Stress Ina NO WB 0 91 Horz(TL) 0 14 8 n/a n/a @CDL 10.0 Code IBC2003/TPI2002 (Matnx) Wlnd(LL) 0.08 11 .999 240 Weight 125 lb LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2 X 4 HF No 18Btr BOT CHORD Rigid ceiling directly applied or 8-1 -7 oc bracing WEBS 2 X 4 HF Stud /Std WEBS 1 Row at midpt 7 -8, 5-9, 6 -8 SLIDER Left 2 X 8 DF No 2 5-8 -12 REACTIONS (lb /size) 1= 1976/0 -5 -8, 8=1447/0-5-8 Max Horz 1= 367(LC 6) Max Uplift 1= 323(LC 7), 8=- 268(LC 5) Max Gray 1= 2714(LC 2), 8= 1988(LC 2) .. [Z S. P FORCES (lb) - Maximum Compression/Maximum Tension C �F �WIAS // • � ` , / h TOP CHORD 1 -12 =- 4976/572, 2 -12 =- 4700/546, 2 -3 =- 4556/566, 3-4=-4164/511, 4 -5 =- 3999/520, 5 -6 =- 1801/265, 6 -7 =- 102/102, 7 -8= -96/33 - ..- C • ,. BOT CHORD 1 -11 =- 556/4300, 10 -11 =- 393/3125, 9 -10= 393/3125, 8 -9 =- 161/967 < A: • y p WEBS 3 -11= 861/211, 5-9 =- 2150/380, 6 -8 =- 2073/321, 5 -11 =- 96/1201, 6 -9 =- 201/1782 r ^ 9— -- ,. NOTES fQp / / 1) Wind ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =6 Opsf, h =25ft, Cat II, Exp C, enclosed, MWFRS (low -rise), cantilever left and nght - n exposed , end vertical left and right exposed; Lumber DOL =1 33 plate gnp DOL =1 33 , -P R 30 ,c 2) TCLL ASCE 7 -02, Pf =25 0 psi (flat roof snow), Category II, Exp C, Fully Exp , Ct= 1 . � A • G i S T E SL � J ` S ' 3) Unbalanced snow loads have been considered for this design - - 4.5 * � Cy 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads VAL - 5) All plates are MT20 plates unless otherwise indicated. 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 1 EXPIRES: 08-01 -08 l 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 lb down and 72 lb up at 1 -6 -0, and 577 lb down and 72 lb up at 7 -0 -0, and 577 lb down and 72 lb up at 12 -6-0 on top chord. The design /selection of such connection device(s) is the responsibility of others PROFe 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) \ � ",0 10 NG I N / S /O LOAD CASE(S) Standard � 9 1) Snow Lumber Increase =l 15, Plate Increase =1 15 U 1 niform Loads (plf) Vert 1- 8 = -20, 1 -7 = -70 f e: . / �" /- E Continued on page 2 O C � N � c,) 0, '9 _' Q - - `'1•C?� M F R S -0" EXPIRATION DATE: 06/30/08 April 24,2008 t k ® WARNING • Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII -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 M® • Appicability of design parameniers and proper incorporation of component a responsibility of building designer - not truss designer Bracing shown iiii���.i11111�i11 is for lateral support of individual web members only Additional temporary bracing to insure stability during construchon is the responsibility of the MiTek' erector Additional permanent bracing of the overall structire is the responsibility of the building designer For general guidance regarding ,.a.4,1 .e 72nK lobricotion quality control, storage delivery. erection and bracing. consult ANSI /fell Quality Criteria. 558.89 and BCSII Building Component Safety Information available from Truss Plate Institute. 563 D'Onofno Drive Madison WI 53719 7777 Greenback Lane, Suite 109 Citrus HeiplASA, 95810 • Job • Truss Truss Type YP Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 C2 MONO TRUSS 21 1 R28328193 Job Reference (optional) PRECISION ROOF TRUSSES. CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 18 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 3= 420(F) 5=- 420(F) 12= 420(F) • • • t r a WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111 -7373 BEFORE USE " Design valid for use only with MRek connectors This designs based only upon parameters shown. and Is for an individual building component Applicability of design poramenters and proper incorporation of component a 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 constructions the responsibliity of the MiTek erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fobncation. quality control. storage defivery erection and bracing consult ANSI /TPII quality Criteria. DSB•89 and BCSII Building Component e Safety Information available from Truss Plate Institute 583 D'Onolno Drive Madison WI 53719 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 ,• Job ", Truss Truss Type ' YP Oty !Ply SELECTED BIDDERS TMWAC R28328194 SELECTED2 C3 MONO TRUSS 2 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 19 2008 Page 1 7 -0-0 I 1280 20 - 2 • 24 -d I I 7.0.0 5-6-0 7-8-2 4.0.2 2.4 II Stale • i 60 E ' 7 4 00117 3.4 5 - 6 .,.., t2 3 IP 14% 3.5 a 5 2a3 P 4 6r a+ 2 I r I. iii 545 a s,s s 6 3,10 11 it to e 8 3,4 = 315 = 3s4 = 35a = I 8 &12 I 17 -5-3 I 24.2.4 8812 8.10.7 8-8 -1 Plate Offsets (X,Y) 11 0- 3 -0.0 -3 -41.18 0- 1- 12,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL TCLL 25 0 in (loc) I /dell Ud PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 59 Vert(LL) -0 06 9 -11 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1 15 BC 0 29 Vert(LL) -0 20 9 -11 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0 64 Horz(TL) 0 05 8 n/a n/a BCDL 100 Code IBC2003/TPI2002 (Matnx) 4nd(LL) 003 8 -9 >999 240 Weight 251 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end BOT CHORD 2 X 4 HF No.18Btr verticals WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing SLIDER Left 2 X 8 DF No.2 5 -8 -12 WEBS 1 Row at midpt 7 -8 REACTIONS (lb /size) 1= 1150/0 -5 -8, 8= 1562/0 -5-8 Max Hors 1= 367(LC 6) Max Uplift1=- 181(LC 7), 8=- 288(LC 5) Max Grav1= 1580(LC 2), 8= 2144(LC 2) R S. T/ FORCES (lb) - Maximum Compression /Maximum Tension P 01." WAS /' �� ' TOP CHORD 1 -2 =- 3063/340, 2- 3=- 2847/357, 3-4 =- 2763/336, 4 -5 =- 2599/345, 5-12 =- 1523/221, 6-12 =- 1359/223, 6-7 =- 196/101, 7 -8 =- 303/59 K. 01." f ` BOT CHORD 1 -11 =- 359 / 2717, 10 -11 =- 275/ 2176, 9 -10 =- 275/2176, 8 -9 =- 159/945 k "i p ~ ' „ WEBS 3 -11= 331/145, 5-9=-1200/261, 6 -8 =- 2015/314, 5 -11 =- 22/603.6 -9 =- 113/1070 c. 2 NOTES ` 1) 2 -ply truss to be connected together with 10d (0 131"x3") nails as follows' h ... ' Top chords connected as follows 2 x 4 - 1 row at 0 -9-0 oc. rt w , 4 , 30496 A-,) Bottom chords connected as follows 2 X 4 - 1 row at 0-9 -0 oc. , 'P 4,1, ''C /STE?. " 4 ' Webs connected as follows. 2 X 4 - 1 row at 0 -9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply sSI '� connections have been provided to dlstnbute only loads noted as (F) or (B), unless otherwise indicated r - 3) Wind. ASCE 7 -05; 100mph, TCDL =4 2psf, BCDL= 6.Opsf, h =25ft, Cat. II, Exp C, enclosed, MWFRS (low -nse), cantilever left and nght exposed , end vertical left and nght exposed; Lumber DOL =1.33 plate gnp DOL =1 33 EXPIRES: 08-01-08 l 4) TCLL. ASCE 7 -02; Pf =25 0 psf (flat roof snow), Category ll: Exp C; Fully Exp , Ct= 1 5) Unbalanced snow loads have been considered for this design 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads �� P R OF6- , 7) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSUTPI 1 c. :3.. t. L NG 1 N s/c, LOAD CASE(S) Standard � 4,44 16 r 1) Snow Lumber Increase =l 15, Plate Increase =1 15 j TT „ Uniform Loads (plf) / Vert 1- 8 = -20, 1- 12 = -70 r Continued on page 2 • - OT t4 GO ,9 F ,,2 /� C M F R S -V4 EXPIRATION DATE: 06/30/08 April 24, 2008 a WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED \IITEN REFERENCE PAGE 3111 -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 ME Applicability of design paramenters ono proper incorporation of component is responsibility of building aesigner - not Inns designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability dung construction is the responsibility of the MiTek" erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage, delivery erection and bracing. consult ANSI /IPI1 Quality Criteria. DOB -89 and Ball Building Component ^..cx.o.cw.ow.s- Safety Information available horn Truss Plate Institute. 583 D'Onolno Once, Madison, WI 53719 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 85610 • Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 C3 MONO TRUSS 2 R28328194 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS.OR. 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc. Thu Apr 24 10.35.19 2008 Page 2 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert' 12=- 134(F=- 64)- to- 7= 174(F= -104) • f 1 a WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MIL 7473 BEFORE USE Design void for use only with MTek connectors. This design a based only upon parameters shown. and is for an individual building component. ®® YY Appficablity of design poramenters and proper in of component a responsibility of bu3d•ng designer - not truss designer Bracing shown ■ ■�� is for lateral support of individual web members only. Additional temporary bracing to insure stabtity thong construction a the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibiaty of the building designer For general guidance regarding fabrication quality control. storage. delivery. erection and bracing. consult ANSI/TP11 Quaity Criteria. 056.89 and BC511 Building Component 7777 Greenback Lane, Suite 109 Safety Information ava]able from Truss Plate Institute. 533 D'Onofno Olive. Madison. WI 53719. Citrus Heights. CA, 95810 •• Job •' Truss Truss Type Oty IY Y SELECTED BIDDERS TMK/AC R28328195 SELECTED2 C4 MOD QUEEN 1 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 Mi Tek Industnes, Inc Thu Apr 24 10 35 20 2008 Page 1 I 7410 l 17-4.0 I 17.8.15 24 2.4 ! 1 7.0-0 58-0 5-0-15 13-7.5 4,4 = Sul.. 1 475 344 % a \ 400 ITT 4 4.5 - bm 8 .1 a3 i 3 2 J s 1 ; , aj 54 . 5,5 I Egi I 10 9 8 12 7 8.8 II y,4 = 3,5 = 3.8 = $.4 II 8812 I 17-8.15 24.2-4 I 1 8-8-12 883 8-7-5 Plate Offsets (X,Y)• 11.Edge,0 -0- 01,15•0- 2 -0,0. 2.81,16 0- 2 -0,0-1- 121,18 0- 1- 12,0 -1 -8) LOADING (psf) SPACING TCLL 44.0 2 -0-0 CSI DEFL in (lac) 1 /dell Ud PLATES GRIP (Roof Snow =44.0) Plates Increase 1 15 TC 0 46 Vert(LL) -0 12 8 -10 >999 360 MT20 185/148 TCDL 17.5 Lumber Increase 1 15 BC 0 46 Vert(TL) -0 27 8 -10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 55 Horz(TL) 0 08 7 n/a n/a BCDL Code IGC2003/TPI2002 (Matnx) Wintl(LL) 006 8 -10 >999 240 Weight 236 lb LUMBER BRACING TOP CHORD 2 x 4 DF No 1881 I TOP CHORD Structural wood sheathing directly applied or 5-2 -13 oc purlins, except GOT CHORD 2 X 4 HF No 1 &Btr , end verticals WEBS 2 X 4 HF Stud /S{d'Excep BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 6- 72X4HFNo1&13tr SLIDER Left 2 X 8 DF No 2 5 -8 -12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE #.R S• T/ SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW N. �C " , I' O rWASN A 'J- , A o o , REACTIONS (lb /size) 1= 1719/0 -5-8, 7= 1719/0 -5-8 _ �� ` Max Horz 1= 440(LC 18) :,....,2 Max U lift1 = -1532 LC 15 , 7 = -766 LC 16 Max Grail= 3661(LC 12), 7= 2342(LC 9) fit- 4;,.., 0XA• - C /.STE•. ' T FORCES (lb) - Maximum Compression /Maximum Tension S Cyr , TOP CHORD 1 -2 =- 7592/3671, 2 -3 =- 6402/2699, 3 -4 =- 5917/2323, 4 -5 =- 3127/1596, 5 -6 =- 2223/826, 6 -7 =- 2273/795 r � 0 +� Al � r r BOT CHORD 1 -11 =- 3118/6637, 10 -11 =- 1062/4581, 9 -10 =- 1238/3807, 8 -9 =- 1238/3807, 8 -12= 1797/1879, 7 -12 =- 1797/1800 ' v WEBS 3 -10 =- 998/400, 4- 10=- 320/1366, 4 -8= 1934/351, 5-8 =- 486/750, 6-8 =- 843/2475 NOTES ( EXPIRES: 08 -01 -08 1 1) 2 -ply truss to be connected together with 10d (0 131"x3") nails as follows Top chords connected as follows. 2 x 4 - 1 row at 0-9-0 oc. �� ?`�C) PR Ore, Bottom chords connected as follows 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows 2 X 4 - 1 row at 0 -9 -0 oc c - 1JC7I ■ F� s 2 All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply 4,, 2 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated C C IC: : • e • r 3) Wind ASCE 7 -05, 100mph, TCDL =4 2psf, BCDL= 6.Opsf; h =25ft; Cat. II, Exp C; enclosed, MWFRS (low -nse), cantilever left and right exposed , end vertical left and nght exposed, Lumber DOL =1 33 plate gnp DOL =1 33 4) TCLL ASCE 7 -02, Pf =44 0 psf (flat roof snow), Category II, Exp C, Fully Exp , Ct= 1 l 5) Unbalanced snow loads have been considered for this design ' 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 ...0, A l / , \ � ..1, 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 - 93- - : B 2 1 ,-?, 9) This truss has been designed for a total drag load of 4110 lb. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -0-0, M F \ t`1 23-2 -4 to 24 -2-4 for 2055 5 plf R S , LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/08 April 24,2008 1 WARNING • Venry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111.7473 BEFORE USE �" Design valid for use only with Mile/. connectors The design b based only upon porometen shown and is for on individual building component ApptcabLty of design paamenters and proper incorporation of component is responsibility of building designer - not tens designer Bracing shown is for lateral support of individual web members only Addtrona! temporary bracing to insure stability dsnng construction n the responsbdity of the MiTek • erector Additional permanent bracing of the overall structure n the resporaiodily of the building designer For general guidance regarding fabrication qualify control. storage. delivery erection and bracing consult ANSI /WP11 Qualify Cdfelle. 556 -89 and BCSI1 Building Component ^ •. ^c..oa..- Safety Information ovailable born Truss Plate Institute. 583 DOnolno Dnve Madison, WI 53719 7777 7 Greenback Lane. Suite 109 I Citrus Heights, CA 95610 ' • Job • , Truss Truss Type YP Qty Ply SELECTED BIDDERS TMK/AC SELECTED2 D1 MONO TRUSS 9 1 828328196 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industries, Inc Thu Apr 24 10 35 20 2008 Page 1 I , -3.0-0 I 0.2 -11 I 15 -1.12 274.8 I 3-0.0 0.2 -11 9-11.1 7.2.12 LS II Sao* • 1 558 5 4 00 fi .1 • \\ _ 8.8 �I 00011•1 \ Al :': 2 •G 5.8= 8 r 8 3..= 48= 3.8= I 10-10.10 I 22.4, I 161010 11 -5-14 Plate Offsets (X Y1: (5 Fdae.0- 1 -12y(6 Edae.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft lid PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0 59 Vert(LL) -0 32 6 -8 >824 360 MT20 185/148 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.69 Vert(TL) -0.97 6-8 >273 240 TCDL 10 0 Rep Stress Ina' YES WB 0 69 Horz(TL) 0 07 6 n/a n/a BCLL 00 Code IBC2003/TP12002 (Mainz) Wind(LL) 009 6 -8 >999 240 Weight 122 lb RC<71 10.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Blr G 'Except* TOP CHORD Structural wood sheathing directly applied or 4 -2 -3 oc purlins, except end 1 -3 2 X 10 DF SS G verticals. BOT CHORD 2 X 4 HF No 18Btr BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 HF Stud/Std 'Except' WEBS 1 Row at mldpt 5 -6, 4 -6 5-6 2 X 4 HF No 18Btr REACTIONS (lb /size) 2= 1243/0 -5 -8, 6= 972/0 -5-8 Max Horz2= 351(LC 6) Max Uplift2=- 329(LC 7), 6=- 175(LC 5) V� R S. T A " , Max Grav2= 1734(LC 2), 6= 1333(LC 2) �L / (lb) Maximum Compression/Maximum Tension �� 0� � . � / J/ ,. � FORCES ( )_ p , TOP CHORD 1 -2 =0/89, 2 -3 =- 2499/261, 3 -4=- 1973/214, 4 -5 =- 182/83, 5 -6 =- 314/80 P� ~�. ( j BOT CHORD 2-8 =- 256 / 2181, 7 -8 =- 191/1200, 6 -7 =- 191/1200 ( y -- WEBS 3- 8=- 659/197, 4 -8=- 21/915, 4- 6=- 1464/263 • — NOTES li k F. 1) Wind ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL= 6.Opsf, h =25ft, Cat. II; Exp C, enclosed, MWFRS (low -rise), cantilever left and nght , c, ` exposed , end vertical left and nght exposed, Lumber DOL =1 33 plate gnp DOL =1 33 � ( 30496 / 2) TCLL ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II, Exp C, Fully Exp , Ct= 1 �c . - �' /STF•1� G 3) Unbalanced snow loads have been considered for this design. .4 /O L C • 4) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent with other live loads 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) A plate rating reduction of 20% has been applied for the green lumber members EXPIRES: 08-01-08 7) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard �� � O PR OF ( �,\0 0 INE`a9d0, cc / 6s:'E � i • 0 -; 0" 1c) MF S -04 1 EXPIRATION DATE: 06/30/08 April 24,2008 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MS -7473 F3EFORE. USE *R Design valid la use only with Maek connectors This design is based only upon parameters shown and is for an individual building component ®ee Appficoblily of design paamenters and proper incorporation of component br acing a responsibility of building designer - not truss designer Bracing shown I ■ ■ ■��.YYY■ is for lateral support of individual web members only Additional temporary acing to insure stability during construction is the responsibility of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding labncolion quality control storage. delivery erection and bracing. consult ANSI /TPII Quality Criteria. DSB -a9 and BCSI1 Building Component .o.rn .o ra..owra Safety Informallon available from Truss Plate Institute 583 D'Onofrio Dnve. Madison. W153719 7777 Greenback Lane, Stale 109 Carus Heights CA, 95610 • , , Job Truss Truss Type Oh, PI YP Y Y SELECTED BIDDERS TMK/AC R28328197 SELECTED2 D2 MONO TRUSS 1 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR. 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 21 2008 Page 1 -3-0-0 + 02at- _I__ 11.1.52 22-4 -8 3-0-0 8.2 -11 6.11 -1 7 -2 -12 3.511 x.•1598 5 900 17 c 91 ..d . .\Th - - ' 3 ` lit 2 \ 5,100.,.. 9 a - 7 10 • 8 54 = 3.4 = 34 = 3.5 = I 10 -10.1 I 22-4-8 10 -10-10 11st4 date Offsets�� -2 -a o �a� LOADING (psi SPACING 2 -0-0 CSI DEFL in (lac) Weft Lid PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0 67 Vert(LL) -0 16 6-8 >999 360 MT20 185/148 (Roof Snow =25 0) Lumber Increase 1 15 BC 0.40 Vert(TL) -0.45 6-8 >586 240 TCDL 10 0 Rep Stress Inc: NO WB 064 Horz(TL) 0 06 6 n/a n/a BCLL 0 0 Code IBC2003/TPI2002 (Matnx) Wind(LL) 0 07 6-8 >999 240 Weight* 245 lb .�.C.DL 10 0 LUMBER BRACING TOP CHORD 2 x 4 DF No 1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end 1 -3 2 X 10 DF SS G verticals. BOT CHORD 2 X 4 HF No 1 &Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2 X 4 HF Stud/Std 'Except' WEBS 1 Row at midpt 5-6 5-6 2 X 4 HF No 1&Btr REACTIONS (lb /size) 2= 1303/0 -5 -8, 6= 1410/0 -5-8 Max Horz2= 834(LC 19) , Max Uplift2=- 1334(LC 20) Max Grav2= 2838(LC 13), 6= 1809(LC 12) P�° S. Tj4, FORCES (lb) - Maximum Compression /Maximum Tension O � OVA$ / / / IV � � TOP CHORD 1 -2 =0/89, 2 -3 =- 5466/2988, 3-4=- 3902/1870, 4 -11 =- 1217/948, 5 -11 =- 627/464, 5-6=-613/0 � 'Y. Ci BOT CHORD 2 -9 =- 2334/4453, 8 -9 =- 1243/3362, 7 -8 =- 1216/2559, 7 -10 =- 1216/2559, 6-10=-107/1449 - ' L WEBS 3 -8 =- 671/315, 4 -8 =- 142/920, 4 -6= 1743/182 - n NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows' 30496 Top chords connected as follows 2 X 10 - 2 rows at 0-9-0 oc, 2 x 4 - 1 row at 0 -9-0 oc 0 f 0 ` Bottom chords connected as follows 2 X 4 - 1 row at 0-9-0 oc. ' Ss, - - Webs connected as follows 2 X 4 - 1 row at 0 -9-0 oc • / ON AL CN ' 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distnbule only loads noted as (F) or (B), unless otherwise indicated - 3) Wind' ASCE 7 -05, 100mph; TCDL= 4.2psf, BCDL= 6.Opsf, h =25f1, Cat II, Exp C, enclosed, MWFRS (low -nse), cantilever left and nght exposed ; end vertical left and nght exposed; Lumber DOL =1.33 plate gnp DOL =1 33 1 EXPIRES: 08 -01-08 1 4) TCLL ASCE 7 -02, Pf =25.0 psf (flat roof snow), Category II; Exp C, Fully Exp , Ct= 1 5) Unbalanced snow loads have been considered for this design PR [� 6) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent � � QIG� �FF with other live loads Co ,,‘G I N - s/ 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. tG '9 2 8) A plate rating reduction of 20% has been applied for the green lumber members / 9 9) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 �• -�'• /' 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23 has/have been modified Building designer must �/ review loads to verify that they are correct for the intended use of this truss '/ A 11) This truss has been designed for a total drag load of 2830 lb Connect truss to resist drag loads along bottom chord from 0-0 -0 to 1 -0 -0, 21 -4 -8 to 22 -4 -8 for 1415 0 plf . • " ,/ G' \ Cb LOAD CASE(S) Standard A / / 1 - 1) Snow Lumber Increase =1 15, Plate Increase =1 15 9� e ' ..r Continued on page 2 1 EXPIRATION DATE: 06/30/08 April 24,2008 1 1 a WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED uIITEK REFERENCE PAGE 5111 -7473 I3EFORE USE I Mil' Design valid for use only with MiTek connectors The' design is based only upon parameters shown, and is for on individual budding component Applicability of design paramenters and proper incorporation of component is responsibility of builaing designer . not Truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stablfty dung construction is the responsibility of the I MiTek erector Additional permanent bracing of the overall structure is the responsioility of the building designer For general guidance regarding I - tabncation. quality control. storage, delivery erection and bracing. consult ANSI /TPII Qualify Criteria. DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 DOnolno Dnve. Madison. WI 53719 1 7777 Greenback Lane, Su11e 109 Citrus Heights. CA, 95610 • • Job Truss Truss Type Ol P YP Y Ply SELECTED BIDDERS TMK/AC R28328197 SELECTED2 D2 MONO TRUSS 1 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 21 2008 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert' 2- 6 = -20, 1- 11 = -70, 5- 11=- 164(F = -94) 2) Unbal Snow -Left Lumber Increase =1 15, Plate Increase =1 15 Uniform Loads (plf) Vert' 2- 6 = -20, 1 -11 =- 104, 5- 11=- 198(F = -94) r' 3) Unbal Snow -Right Lumber Increase =1 15, Plate Increase =1.15 Uniform Loads (plf) Vert: 2-6=-20, 1- 11 = -35, 5- 11=- 129(F = -94) 4) IBC BC Live* Lumber Increase =1.25, Plate Increase =1 25 1 • Uniform Loads (plf) Vert 2- 6 =40, 1- 11 = -20, 5- 11=- 83(F = -63) 5) MWFRS Wind Left. Lumber Increase =1 33, Plate Increase =1.33 Uniform Loads (plf) Vert 2 -6 =12, 1 -2 =48, 2- 11 =27, 5-11=-36(F=-63) Horz 1- 2 = -56, 2- 5 = -36, 5 -6 =23 6) MWFRS Wind Right. Lumber Increase =l 33, Plate Increase =1 33 Uniform Loads (plf) Veil. 2- 6 = -12, 1 -2 =11, 2- 11 =18, 5-11=-45(F=-63) Horz 1- 2 = -19, 2- 5 = -27, 5 -6 = -16 7) MWFRS 1st Wind Parallel. Lumber Increase =1 33, Plate Increase =1.33 Uniform Loads (plf) Vert 2- 6 = -12, 1 -2 =48, 2- 11 =27, 5- 11=- 36(F =-63) Horz: 1- 2 = -56, 2 -5 =36, 5-6 =26 8) MWFRS 2nd Wind Parallel: Lumber Increase =1.33, Plate Increase =1 33 Uniform Loads (plf) Vert 2- 6 = -12, 1 -2 =7, 2- 11 =14, 5- 11=- 49(F = -63) Horz 1- 2 = -15, 2-5=-23, 5 -6 =26 9) IBC Snow on Overhangs Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 2-6=-20, 1 -2= -120, 2- 11 = -20, 5- 11= 114(F = -94) 10) Snow -Drag LC #1 Left Lumber Increase =l 33, Plate Increase =1 33 Uniform Loads (plf) Vert 2- 6 = -20, 1- 2 = -70, 2- 3 = -20, 3- 4 = -25, 4- 11 = -28, 5- 11=- 122(F = -94) Harz 2 -3 =321, 3 -4 =359, 4 -5 =379 Drag: 2-9=-1415, 6- 10 = -1415 11) Snow -Drag LC #1 Right: Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (plf) Vert 2- 6 = -20, 1- 2 = -70, 2 -3= -120, 3 -4= -115, 4 -11= -112, 5- 11=- 206(F = -94) Horz 2- 3 = -321, 3-4=-359, 4-5=-379 Drag 2 -9 =1415, 6 -10 =1415 12) Unbal.Snow -Left -Drag LC #1 Left Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (plf) Vert 2- 6 = -20, 1 -2= -104, 2- 3 = -54, 3 -4= -59, 4- 11 = -61, 5- 11=- 155(F = -94) Horz: 2- 3= 321, 3-4= 359, 4-5 =379 Drag: 2-9=-1415, 6-10 =1415 13) Unbal Snow -Left-Drag LC #1 Right Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 2 -6 =20, 1 -2= -104, 2 -3= -153, 3 -4= -148, 4 -11= -146, 5- 11=- 240(F = -94) Horz 2- 3 = -321, 3- 4 = -359, 4- 5 = -379 Drag 2 -9 =1415, 6 -10 =1415 14) Unbal Snow -Right -Drag LC #1 Left Lumber Increase =l 33, Plate Increase =1 33 Uniform Loads (plf) Vert: 2- 6 = -20, 1- 2 = -35, 2 -3 =15, 3 -4 =10, 4 -11 =7, 5- 11=- 87(F = -94) Horz. 2- 3= 321, 3-4 =359, 4 -5 =379 Drag: 2-9=-1415, 6- 1Q = -1415 15) Unbal Snow - Right -Drag LC #1 Right. Lumber Increase =1 33, Plate Increase.' 33 Uniform Loads (plf) Vert. 2- 6 = -20, 1- 2 = -35, 2- 3 =-85, 3-4=-80, 4- 11 = -77, 5- 11=- 171(F = -94) Horz 2- 3 = -321, 3- 4 = -359, 4 -5= -379 Drag* 2 -9 =1415, 6 -10 =1415 16) MWFRS Wind Left -Drag LC #1 Left Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (plf) Vert 2- 6 = -12, 1 -2 =48, 2 -3 =77, 3 -4 =72, 4- 11 =70, 5- 11= 7(F = -63) Horz. 1- 2 = -56, 2 -3 =285, 3 -4 =323, 4 -5= 344, 5-6 =23 Drag' 2 -9= -1415, 6- 10 = -1415 • 17) MWFRS Wind Left -Drag LC #1 Right Lumber Increase =1.33, Plate Increase =1 33 Uniform Loads (pit) Vert' 2- 6 = -12, 1 -2 =48, 2- 3 = -23, 3- 4 = -17, 4- 11 =15, 5- 11=- 78(F = -63) Horz 1- 2 = -56, 2 -3= -356, 3 -4= -395, 4 -5= -415, 5 -6 =23 Drag. 2 -9 =1415, 6 -10 =1415 18) MWFRS Wind Right -Drag LC #1 Left Lumber Increase =1 33, Plate Increase =1 33 Continued on page 3 r � a WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE. MU-7473 BEFORE USE = " Design valid for use only with MiTek. connectors This design a based only upon parameters shown. and is for an individual bulding component Applicability of design poramenten and proper incorporation of component n responsbihry of building designer - not truss designer Bracing shown is for lateral support of individual web memben only Additional temporary bracing to insure stability during construction a the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsbrity of the building designer For general guidance regarding .o.cA oc.roa,c fobncot.on. quality control storage. delivery erection and bracing, consult ANSI /TPtT Quality Criteria. DSB -89 and 80511 Building Component Safety Information available from Truss Plate institute 583 D Onolno Dnve Madison WI 53719 7777 Greenback Lene, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC R28328197 SELECTED2 D2 MONO TRUSS 1 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industries, Inc Thu Apr 24 10 35 21 2008 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Veil: 2-6=-12, 1 -2 =11, 2-3=68, 3 -4 =63, 4- 11 =60, 5- 11=- 3(F =63) Horz: 1 -2 =19, 2 -3 =294, 3-4 =332, 4-5= 353, 5 -6 = -16 Drag: 2 -9= -1415, 6 -10 =1415 19) MWFRS Wind Right -Drag LC #1 Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Veil: 2 -6 =12, 1 -2 =11, 24=42, 3 -4 =26, 4- 11 = -24, 5- 11=- 87(F = -63) Horz: 1- 2 = -19, 2- 3 = -347, 3 -4 =386, 4-5 =-406, 5 -6 = -16 Drag: 2-9=1415, 6-10=1415 20) MWFRS 1st Wind Parallel -Drag LC #1 Left: Lumber Increase =1.33, Plate Increase =1 33 Uniform Loads (plf) Veil: 2.6 =12, 1 -2=48, 24=77, 3 -4 =72, 4- 11 =70, 5- 11 =7(F = -63) Horz. 1- 2 = -56, 2 -3 =285, 3 -4 =323, 4-5= 344, 5.6 =26 Drag' 2- 9=- 1415, 6-10 =1415 21) MWFRS 1st Wind Parallel -Drag LC #1 Right: Lumber Increased 33, Plate Increase =1.33 Uniform Loads (ptt) Veil: 24=12, 1 -2 =48, 2- 3 = -23, 34=17, 4-11 = -15, 5- 11 =78(F =63) Horz: 1- 2 = -56, 2 -3 =356, 3-4=- 395, 4-5=-415, 5 -6=26 Drag. 2-9=1415, 6-10=1415 22) MWFRS 2nd Wind Parallel -Drag LC #1 Left. Lumber Increased 33, Plate Increase =l 33 Uniform Loads (plf) Veil: 2- 6 = -12, 1 -2 =7, 2 -3 =64, 3 -4 =59, 4- 11 =56, 5.11 =- 7(F =63) Horz: 1 -2 =15, 2 -3 =298, 3-4=336, 4-5= 357, 5-6 =26 Drag. 2- 9= -1415, 6 -10 =1415 23) MWFRS 2nd Wind Parallel -Drag LC #1 Right: Lumber Increase =1.33, Plate Increase =1 33 Uniform Loads (plf) Veil: 2- 6 = -12, 1 -2 =7, 2 -3 =36, 3-4=-30, 4- 11 = -28, 5- 11 =91(F = -63) Horz: 1 -2 =15, 2 -3 =343, 3-4= -382, 45 =-402, 5-6=26 Drag' 2-9=1415, 6-10=1415 • • OM MI V WARNING - Venfy design parameters and READ NOTES ON Tills AND INCLUDED MITER REFERENCE PAGE 1111 -7473 BEFORE USE " Design void for use only with MiTek connector The design is based only upon parameters shown, and is for an ndvdual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability dung construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responibsty of the buiidng designer. For general guidance regarding fabrication quality control. storage. delivery. erection and bracing consult ANSI/IP11 quality Critesla, DSB -89 and BCSI1 Building Component Safely Informallon available from Truss Plate Institute. 583 D'Onolno Dnve. Mod'aon. WI 53719 7777 Greenback Lane, Stale 109 Citrus Heights, CA. 95810 •• Job Truss Truss Type YP Oty Ply SELECTED BIDDERS TMWAC R28328198 SELECTED2 D3 MONO TRUSS 1 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 22 2008 Page 1 I 7 -1-4 I ty-0 -0 - --- -I 7.1-4 7.2.12 354 11 Sob • 1 560 3 •0012 F _ (\ - 5d . 1 1 II i I r _ .5_,.. . _ ._ _._._ _ . ..._ ._ : 7 5 5 5 9 10 • 35 II y4= 2,3 11 y4= I 2.10 -2 I 7.1-4 I 14-4-0 I 2 - 10.2 4.3.2 7 -2 -12 Plate Offsets IX Y1: 11.0 -2 -0 0- 1- 12]. 0-4-Q0.2-41 I3 Frig 0e. 1 -121 14.0 -1- 12.0 -1 -8]. 17.0- 3- 4,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 44 0 Plates Increase 1 15 TC 0 58 Vert LL -0 03 4 -5 >999 360 MT20 185/148 (Roof Snow =44 0) Lumber Increase 1 15 BC 0 21 Vert(TL) -0 12 4 -5 >705 240 TCDL 17.5 Rep Stress Incr YES WB 0 78 Horz(TL) 0.01 4 n/a n/a BCLL 0 0 Code IBC2003/TPI2002 (Mainz) Wind(LL) 0 02 4 -5 >999 240 Weight' 157 lb BCnL , 17.5 LUMBER BRACING . TOP CHORD 2 x 4 DF No 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purtins, except end BOT CHORD 2 X 4 HF No.1 &Btr verticals WEBS 2 X 4 HF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. 3-4 2 X 4 HF No 1 &Blr, 1 -7 2 X 4 HF No 1&Btr WEBS 1 Row at midpt 3-4 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE - - SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW , ��CR S. T /�� . C ii , i WAS//, F l- - REACTIONS (lb /size) 7= 338/8- 10 -12, 6 =427/8 - 10.12, 4= 608/0 -5-8, 5= 846/8 -10 -12 4 7 Max Horz 7= 838(LC 26) _ Max Uplift7=- 2132(LC 23), 6=- 246(LC 29), 4=- 1254(LC 26), 5= 405(LC 21) - Max Gray 7= 2560(LC 16), 6= 776(LC 14), 4= 1990(LC 13), 5= 1478(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension X0,4, ii 1 � T9 ,9 1.4„ ` TOP CHORD 1- 2=- 1620/1470, 2- 3=- 2485/2251, 3 -4 =- 556/81, 1 -7 =- 2450/2112 �� BOT CHORD 7-8=-1345/2285, 6- 8=- 2546/2412, 5-6 =- 1663/1635, 5-9=-986/1273, 9-10 =- 1143/1273, 4 -10 =- 1476/1763 SS' /�i� A (;; ��� WEBS 2-6 =- 2679/2272, 2-4 =- 2134/1978, 1 -6 =- 2307/2256, 2 -5 =- 1258/476 - NOTES 1) 2 -ply truss to be connected together with 10d (0 131 "x3 ") nails as follows EX 08 -01-08 I Top chords connected as follows 2 x 4 - 1 row at 0 -9-0 oc Bottom chords connected as follows 2 X 4 - 1 row at 0 -9 -0 oc t P R �Fes Webs connected as follows. 2 X 4 - 1 row at 0 -9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply �� �Ci (N .o connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated c"... �x 9 o 3) Wind ASCE 7 -05, 100mph, TCDL= 4.2psf; BCDL =6 Opsf, h =25ft, Cat II, Exp C, enclosed; MWFRS (low -nse), cantilever left and nght exposed , end vertical left and nght exposed, Lumber DOL =1 33 plate gnp DOL =1 33 1 : ; ' 9 f 4) TCLL. ASCE 7 -02, Pf =44 0 psf (flat roof snow), Category II, Exp C, Fully Exp ; Ct= 1 /// 5) Unbalanced snow loads have been considered for this design i/ 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 `/ OR • �� oj 8) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 4110 lb Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -0 -0, F ,� rL ( G . 13-4-0 to 14-4-0 for 2055 0 plf. ..` 10) This truss has been designed for a total drag load of 4110 lb Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 8- 10 -12, ."1. ' / g l \\_ 13-4-0 to 14-4-0 for 415 3 plf LOAD CASE(S) Standard ( EXPIRATION DATE: 06/30/08 April 24, 2008 ��.,.�� �,.,. . ��x ,u,.�.».�.���.- .�- �:,.,.�:.r<- �- �r�. u: ���. �..> v;. y. �.,"._.;•. �E.,��,,:��»ra..� :.�.,:��.:�,u� .��,:.u,�,.,�,� -�,. =, �.. �.,_ _�- ,�.�:,•WU.�- .�,�ss..�.�,:�.. a WARNING Verify design parameters and READ NOTES ON THIS SND INCLUDED S1ITEK REFERENCE PAGE MI1 -7473 BEFORE USE I m.' Design void for use only with MITek connectors This n bullring design based only upon parameter shown, and is for on individual bung component Bill I Applicability of design paromenten and proper incorporation of component 5 responsibiity 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 responsibdaty of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general gu.donce regarding fabrication quolty control. storage. delivery erection and bracing. consult ANSI /IPII Quality Criteria. DSB -89 and BCSI1 Building Component Safety Information avo,lobie from Truss Plate nstitute. 583 D'Onolno Drive Modaon WI 53719 7777 Greenback Lane, Surto 109 Carus Hei his CA 95810 • ---°-- ;. Job Truss Truss Type Ot?h. 'Ply SELECTED BIDDERS TMK/AC SELECTED2 D4 y10 0 TRUSS USS 42 �' 1 R28328199 ��/ ` . Job Reference (optional) 701 PRECISION ROOF TRUSSES, CLACKAMAS,OR. 15 7 040 s Mar 26 2008 MITek Industnes, Inc Thu Apr 24 10.35 23 2008 Page 1 I .., r 1 154 -12 f l 21.5.4 I • 0-0 8-2 -11 6-11.1 634 (1:- A411 sole •154a 1.4 b V D. r D N -1k A l RI . Po 1A/ El 5.a = a 7 a 3.4 = 3.5 - 3.5 = I 10.1010 I 21-5-4 • I 10-10.10 10-8-10 ._P_late.0lfsets (X Y) [6.0 -1- 12.0 -1 -8J LOADING (pso TCLL 250 SPACING 2 -0-0 CSI DEFL in (lac) I /dell Lid PLATES GRIP (Roof Snow =25.0) Plates Increase 1 15 TC 0 50 Vert(LL) -0 22 6 -8 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1 15 BC 0 63 Vert(TL) - 0.66 6-8 >381 240 BCLL 0 0 Rep Stress Ina' YES WB 0 56 Horz(TL) 0 07 6 n/a n/a BM' 10 0 Code IBC2003/TPI2002 (Matnx) wnd(LL) 0 08 6 -8 >999 240 Weight 119 lb LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 4 -5 -5 oc purllns, except end 1 -3 2 X 10 DF SS G verticals BOT CHORD 2 X 4 HF No.18Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Stud/Std 'Except' WEBS 1 Row at midpt 5-6, 4 -6 5 -6 2 X 4 HF No.18Blr REACTIONS (lb /size) 2= 1201/0 -5 -8, 6= 929/0 -5-8 Max Horz2= 338(LC 6) Max Uplift2=- 323(LC 7), 6 — 167(LC 5) Max Grav2= 1677(LC 2), 6= 1274(LC 2) .. � �,,i,R S. T/ , � ; 0 . FORCES (lb) - Maximum Compression /Maximum Tension ZP L � � WA / / /, �� • TOP CHORD 1 -2 =0/89, 2 -3 =- 2351/250, 3-4=-1816/201, 4-5=-155/82, 5 -6 =- 264/66 '�� 1 . �>, BOT CHORD 2-8=-247/2044, 7 -8 =- 172/1039, 6- 7=- 172/1039 J WEBS 3-8 =- 686/202, 4-8 =- 35/929, 4-6 =- 1352/241 NOTES 1) Wind. ASCE 7 -05, 100mph; TCDL= 4.2psf; BCDL =6 Opsf; h =25ft; Cat. II, Exp C, enclosed, MWFRS (low -nse), cantilever left and nght 30496 exposed ; end vertical left and right exposed; Lumber DOL =1 33 plate gnp DOL =1.33 0� 4 E� K 2) TCLL: ASCE 7 -02; Pf =25 0 psf (Flat roof snow); Category II, Exp C; Fully Exp.; Ct= 1 /,' ST N. 3) Unbalanced snow loads have been considered for this design ,, .5 A L , h 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent ' with other live loads . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads I 6) A plate rating reduction of 20 %' has been applied for the green lumber members. f EXPIRES: 08-01-08 7) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. LOAD CASES) Standard ���EO PR pre �� LN 1F 9 ./ 4, 2 v 4 -0 0" V •.1 /N crn 4 RS 1- \ N EXPIRATION DATE: 06/30/08 April 24,2008 ® WARNING • Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE 1111 7J73 BEFORE USE Design yak' for use only with MTek connectors This design a based only upon parameters shown and is for on individual building component g Applicabffily of design pararnenters and proper incorporation of component a responsibility of building designer - not truss designer Bracing shown i■ ■■ • a for lateral support of individual web members only Additional temporary bracing to insure stabwty during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsioliy of the building designer Tor general guidance regarding fabrication quolity control storage. delivery erection and bracing, consult ANSI /TPI1 Quality Criteria. 061.89 and BCSII Building Component •o.rro +•r Safety Information available from Truss Plate Institute. 583 D Onolno Dnve. Madison. WI 53719 7777 Greenback Lane. Suite 109 Citrus Heights CA 95610 i Job Truss Truss Type Qty Ply SELECTED BIDDERS TMK/AC SELECTED2 D5 MONO TRUSS 2 R28328200 2 Job Reference (optional) PRECISION ROOF TRUSSES. CLACKAMAS,OR 97015 7 040 s Mar 26 2008 Mi Tek Induslnes, Inc Thu Apr 24 10 35 23 2008 Page 1 -3 1 8.2-11 15 -1.12 1 215A I 3-0-0 8.2.11 6-11-1 6-3-8 `u5 11 Soi4 • 1 575 5 3,4% �' n ' l� t.� � s ee; � 2 d1 n .-. �.. ' _ 9 a 7 m e 5.e= 355= L5= 3,4 = I 13-16-15 21.5-4 1 15-15-10 10$10 3161e Offsets (X.Y)._(2'0- 2 -1.Qc0 L[4.Qv14,0_1 8], (6.0_1 = 12.0 - L - 81 (8.0 2 - 00 - - e1 LOADING (psi) TCLL 25.0 SPACING 2 -0 -0 CSI DEFL In (loc) I/defl L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 96 Vert(LL) -0.13 2 -8 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0 38 6-8 >672 240 BCLL 0 0 Rep Stress Inc/ NO WB 0 89 HOrz(TL) 0.11 6 n/a n/a @Cf2L_ LQg Code IBC2003/fP12002 (Mainz) Wind(LL) 007 6-8 >999 240 Weight 237 lb I LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 4 -2 -2 oc puffins, except end 1 -3 2 X 10 DF SS G verticals BOT CHORD 2 X 4 HF No 18Btr BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. WEBS 2 X 4 HF Stud /Std 'Except' WEBS 1 Row at midpt 5 -6 5 -6 2 X 4 HF No.1 &Blr QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb /size) 2= 3284/0 -5 -8, 6= 1835/0 -5 -8 R S T Max Horz2= 1038(LC 19) � p.L �ry'C Max Uplift2= 927(LC 20) S, OF WAS/7 !- Max Grav2= 5280(LC 13), 6= 2236(LC 12) ,` .t. " i � f 4 P FORCES (lb) - Maximum Compression /Maximum Tension 4 TOP CHORD 1 -2= 0/89, 2 -3 =- 10237/2573, 3 -11 =- 6813/1613, 4 -11 =- 5305/818, 4 -5 =- 1405/1181, 5-6 =- 211/91 BOT CHORD 2 -9 =- 1975/8400, 8 -9 =- 391/6816, 7 -8=- 1404/3777. 7 -10 =- 1404/3777, 6 -10 =- 1404/2147 WEBS 3-8 =- 2558/0, 4- 8= 0/2732, 4 -6=- 2862/0 ft -P,,. 4, 30496 O A.,"4: - NOTES - ' ,0 , ft /STOL 4. - 1) 2 -ply truss to be connected together with 10d (0 131•x3 ") nails as follows. 1 l Top chords connected as follows 2 X 10 - 2 rows at 0-9 -0 oc, 2 x 4 - 1 row at 0 -9-0 oc � L r Bottom chords connected as follows 2 X 4 - 1 row at 0 -9-0 oc _ Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply EXPIRES: 08-01-08 connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Wind ASCE 7 -05; 100mph; TCDL =4 2psf, BCDL =6 Opsf, h =25ft, Cat. II, Exp C; enclosed, MWFRS (low -nse), cantilever left and right exposed ; end vertical left and nght exposed, Lumber DOL =1 33 plate gnp DOL =1 33 4) TCLL. ASCE 7 -02, Pf =25.0 psf (flat roof snow), Category II. Exp C, Fully Exp , Ct= 1 ���ED PR OFF 5) Unbalanced snow loads have been considered for this design _ 0 ti I NEF sj 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psi on overhangs non - concurrent �� "G" with other live loads 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads / 6 "0 E r 8) A plate rating reduction of 20% has been applied for the green lumber members 9) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 r/ 10) Load case(s) 1 , 2, 3, 4, 5, 6, 7 „ 8, 9, 10, 1 1 , 12, 13, 14, 15, 16, 17, 18, 19, 20, 21.22. 23 has/have been modified Building designer must rel 03 cb review loads to venfy that they are correct for the intended use of this truss • 0” — 0.. 0 , 1 coo 11) This truss has been designed for a total drag load of 4110 lb Connect truss to resist drag loads along bottom chord from 0-0 -010 1 -0 -0, " 1., / 1 , 20 -5-4 to 21 -5-4 for 2055.0 plf -9 8 „ 2 A.N. LOAD CASE(S) Standard <M F I� S T\NC� 1) Snow Lumber Increase =1 15, Plate Increase =1 15 Continued on page 2 ( EXPIRATION DATE: 06/30/08 April 24, 2008 r P WARNING - Vent). Aevgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A111 -7173 BEFORE USE — Design void for use only with MCek connectors Thls design is based only upon parameters shown, and is for an individual building component ME Applicability of design commenters and proper incorporation of component n responsibility of building designer - not truss designer Bracing shown n for lateral support of individual web members only Additional temporary bracing to insure stobiGty during construction is the responsbility of the I MiTek' erector Additional permanent bracing of the overall slructise is the responsioiity of the building designer For general guidance regarding fabrication quality Control storage. delivery. erection and bracing consult ANSI/TPII Quality Criteria. DSB -89 and BCSI I Building Component •4..c.'s Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719 7777 Greenback Lane, Suite 109 Citrus Heights. CA. 95610 • Job Truss Truss Type O Ply h Y SELECTED BIDDERS TMK/AC R28328200 SELECTED2 D5 MONO TRUSS 2 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MITek Industnes, Inc Thu Apr 24 10 35 23 2008 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 2- 6 = -20, 1- 2 = -70, 2- 11=- 304(F= -234), 5- 11 = -70 2) Unbal Snow -Left' Lumber Increase =1 15, Plate Increase =1 15 Uniform Loads (plf) Vert' 2- 6 = -20, 1 -2= -104, 2- 11=- 338(F= -234), 5 -11= -104 3) Unbal Snow -Right Lumber Increase =l 15, Plate Increase =l 15 Uniform Loads (plf) Vert: 2-6=-20, 1- 2 = -35, 2- 11=- 269(F= -234), 5- 11 = -35 .- 4) IBC BC Live' Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert: 2 -6 = -40, 1- 2 = -20, 2- 11=- 123(F= -103), 5- 11 = -20 5) MWFRS Wind Left Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (p19 Vert. 2- 6 = -12, 1 -2 =48, 2- 11= -76(F= -103), 5 -11 =27 Horz: 1 -2 =56, 2- 5 = -36, 5 -6 =23 6) MWFRS Wind Right Lumber Increase =1.33, Plate Increase =l 33 Uniform Loads (plf) Vert' 2- 6 = -12, 1 -2 =11, 2- 11 = -85(F= -103), 5 -11 =18 Hor 1- 2 = -19, 2- 5 = -27, 5 -6 = -16 7) MWFRS 1st Wind Parallel- Lumber Increase =l 33, Plate Increase =l 33 Uniform Loads (plf) Vert' 2- 6 = -12, 1 -2 =48, 2- 11=- 76(F =- 103), 5 -11 =27 Horz: 1- 2 = -56, 2 -5 =36, 5-6 =26 8) MWFRS 2nd Wind Parallel Lumber Increase =l 33, Plate Increase =1 33 Uniform Loads (plf) Vert 2- 6 = -12, 1 -2 =7, 2- 11=- 89(F= -103), 5 -11 =14 Hor 1- 2 = -15, 2- 5 = -23, 5 -6 =26 9) IBC Snow on Overhangs' Lumber Increase =l 15, Plate Increase =1.15 Uniform Loads (plf) Vert. 2- 6 = -20, 1-2=-120, 2- 11=- 254(F= -234), 5- 11 = -20 10) Snow -Drag LC #1 Left Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (p19 Vert 2- 6 = -20, 1-2=-70, 2- 3=- 228(F =- 234), 3- 11=- 236(F= -234), 4- 11 = -2, 4 -5 = -6 Hor 2 -3 =486, 3 -4 =544, 4 -5 =575 Drag' 2-9=-2055, 6 -10= -2055 11) Snow -Drag LC #1 Right' Lumber Increase =l 33, Plate Increase =l 33 Uniform Loads (plf) Vert' 2- 6 = -20, 1- 2 = -70, 2- 3=- 380(F= -234), 3- 11=- 372(F= -234), 4 -11= -138, 4 -5= -134 Horz 2 -3 =-486, 3- 4 = -544, 4 -5= -575 Drag 2 -9 =2055, 6 -10 =2055 12) Unbal Snow -Left -Drag LC #1 Left. Lumber Increase =1.33, Plate Increase =1 33 Uniform Loads (p19 Vert 2- 6 = -20, 1 -2 =104, 2- 3=- 262(F= -234), 3- 11=- 270(F= -234), 4- 11 = -36, 4 -5 = -40 Horz 2 -3= 486, 3-4 =544, 4 -5 =575 Drag 2 -9 =2055, 6 -10 =2055 13) Unbal.Snow -Left -Drag LC #1 Right: Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (plf) Vert* 2- 6 = -20, 1 -2= -104, 2- 3= -413(F= -234), 3- 11=- 405(F= -234), 4 -11= -171, 4 -5= -168 Hor 2- 3 = -486, 3 -4= -544, 4 -5= -575 Drag: 2 -9 =2055, 6 -10 =2055 14) Unbal Snow - Right -Drag LC #1 Left Lumber Increase =l 33, Plate Increase =1 33 Uniform Loads (p19 Vert 2- 6 = -20, 1- 2 = -35, 2- 3=- 193(F =- 234), 3- 11=- 201(F= -234), 4- 11 =33, 4 -5 =29 Horz 2 -3= 486, 3-4 =544, 4 -5 =575 Drag 2- 9= -2055, 6 -10= -2055 15) Unbal -Snow- Right -Drag LC #1 Right Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (p19 Vert 2- 6 = -20, 1- 2 = -35, 2- 3=- 345(F =- 234), 3- 11=- 337(F= -234), 4 -11= -103, 4 -5 = -99 Horz 2 -3 =-486, 3-4= -544, 4 -5= -575 Drag: 2 -9 =2055, 6 -10 =2055 16) MWFRS Wind Left -Drag LC #1 Left' Lumber Increase =l 33, Plate Increase =l 33 Uniform Loads (plf) Vert' 2- 6 = -12, 1 -2 =48, 2- 3 =0(F= -103), 3-11=-8(F=-103), 4- 11 =95, 4 -5 =91 Horz. 1- 2 = -56, 2 -3 =450, 3-4 =508, 4- 5= 539, 5-6 =23 Drag 2-9=-2055, 6-10=-2055 17) MWFRS Wind Left -Drag LC #1 Right Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (plf) Vert 2- 6 = -12, 1 -2 =48, 2- 3=- 151(F= -103), 3.11=- 143(F= -103), 4- 11 = -40, 4 -5 =.37 Horz 1- 2 = -56, 2 -3= -522, 3 -4= -580, 4 -5= -611, 5 -6 =23 Drag 2 -9 =2055, 6 -10 =2055 18) MWFRS Wind Right -Drag LC #1 Left' Lumber Increase =1.33, Plate Increase =l 33 Continued on page 3 .,_- �_.�, �.,. ,�,., :y- .:.�.,,,,:., . x»,....: W.,,,.., . �.,,......:. d�_.... �-...:_.....:,. s.,..:. w:, �._,.....,,..:<,,:.: �:...... �.-., r.,... w... rm.:.. �_•<> s-. �.. �,,.. �,. �._-.: �;-> v. �....,,,.- �w. �:... r .,�.�.,...,��,t.- .,.._..,:�,.�. hi WARNING - 4 en6. design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7.173 BEFORE USE �� Design valid for we only with MT a ek connectors This design based only upon parameters shown- and is lor individual building component Applicability of design paramenien and proper incorporation of component a responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary orating to insure stability dung construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure a the responsibility of the building designer For general guidance regarding ... ,, . - fabrication. quotty control storage, delivery erection and bracing consult ANSI /fP11 Quality Criteria, DSB -89 and BCSII Bonding Component Safely Information available from Truss Plate Insulate 583 D'Onolno Dnve Madison WI 53719 7777 Greenback Lana, Suite 109 Citrus Heights, CA, 95810 • t ' Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC R28328200 SELECTED2 D5 MONO TRUSS 2 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MITek Industries. Inc Thu Apr 24 10 35 23 2008 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Veil. 2- 6 = -12, 1 -2 =11, 2- 3= -9(F =- 103), 3- 11= -17(F= -103), 4- 11 =86, 4 -5 =82 Horz 1- 2 = -19, 2 -3 =459, 3 -4 =517, 4- 5= 548, 5-6=-16 Drag: 2-9=-2055, 6- 10 = -2055 19) MWFRS Wind Right -Drag LC #1 Right: Lumber Increased 33, Plate Increase =l 33 Uniform Loads Vert' 2- 6 (= -=- 12, 1 -2 =11, 2- 3=- 160(F =- 103), 3- 11=- 152(F= -103), 4- 11 =-49, 4 -5 = -46 Horz 1- 2 = -19, 2- 3 = -513, 3-4=-571, 4-5 =-602, 5 -6 = -16 Drag. 2 -9= 2055, 6-10 =2055 20) MWFRS 1st Wind Parallel -Drag LC #1 Left. Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (plf) • Vert. 2- 6 = -12, 1 -2 =48, 2- 3 =0(F= -103), 3- 11 = -8(F= -103), 4- 11 =95, 4 -5 =91 Horz: 1- 2 = -56, 2 -3 =450, 3 -4 =508, 4 -5= 539, 5-6=26 Drag. 2- 9= -2055, 6- 10 = -2055 21) MWFRS 1st Wind Parallel -Drag LC #1 Right: Lumber Increased 33, Plate Increase =1 33 Uniform Loads (plf) Veil: 2 -6 =12, 1 -2 =48, 2- 3=- 151(F= -103), 3- 11 =143(F= -103), 4-11=-40, 4 -5 = -37 Horz' 1 -2 =56, 2 -3= -522, 3 -4= -580, 4 -5 =-611, 5 -6 =26 Drag: 2 -9 =2055, 6 -10 =2055 22) MWFRS 2nd Wind Parallel -Drag LC #1 Left Lumber Increase =1 33, Plate Increase =1.33 Uniform Loads (pit) Vert. 2- 6 = -12, 1 -2 =7, 2- 3=- 13(F =- 103), 3- 11= -21(F= -103), 4- 11 =82, 4-5 =78 Horz: 1- 2 = -15, 2 -3 =463, 3.4 =521, 4- 5= 553, 5-6 =26 Drag' 2- 9= -2055, 6- 10 = -2055 23) MWFRS 2nd Wind Parallel -Drag LC #1 Right Lumber Increase =l 33, Plate Increase =1.33 Uniform Loads (plf) Vert' 2- 6 = -12, 1 -2 =7, 2- 3= 164(F= -103), 3- 11= 156(F= -103), 4- 11 = -53, 4 -5 = -50 Horz: 1- 2 = -15, 2 -3 =- 509, 3-4 =- 567, 4-5= -598, 5 -6 =26 Drag 2 -9= 2055,6 -10 =2055 • I o ® WARNING - Verify design parameters end READ NOTES ON Tills AND INCLUDED HITEls REFERENCE PAGE 510 -7473 BEFORE USE Design void for use only with MiTek. connectors. This designs based only upon parameters shown and n for an individual building component Appicebility of design paromenten 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 curing construction a the responsibility of the MiTek' erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eons •o.raroaK fabrication quality control storage delivery, erection and bracing consult ANSI /TPII Quality Criteria. 0S8 -89 and BCSII Building Component Safely Information available from Truss Plate Institute. 563 D'Onolno Dave Modnon. WI 53719 7777 Greenback Lane Suite 109 Citrus Heights, CA. 95610 r, rr Job Truss Truss Type Qty Ply SELECTED BIDDERS TMK/AC SELECTED2 D6 MONO TRUSS P9 1 R28328201 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10 35 24 2008 Page 1 I -3 -0-1 I 82.11 I 15 -1.12 1_113r11,4_ I 0-0.0 8.2 -11 9.11.1 1 -9 -8 ]� II Sae • 1 a 5 5 40012 L4% ma% �, D 2 1 ES "' 8 ■� ■ 5.8 = 0 7 3n0 = 1s5 = 3.4 _ I 10.10-10 I 18 -11 I 10.10.10 6-0-10 LOADING DING (ps 5 0 SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP (Roof Snow =25 0) Plates Increase 1.15 TC 0 53 Vert(LL) -0 20 2 -8 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0.57 Vert(TL) -0.61 2-8 >328 240 BCLL 0 0 Rep Stress Incr YES WB 0 78 Horz(TL) 0.03 6 n/a n/a BCDL 100 Code IBC2003/TPI2002 (Mainz) Wind(LL) 003 6-8 >999 240 Weight: 102 lb LUMBER BRACING TOP CHORD 2 x 4 DF No 1&Btr G *Except' TOP CHORD Structural wood sheathing directly applied or 5 -9-14 oc purlins, except 1 -3 2 X 10 DF SS G end verticals. BOT CHORD 2 X 4 HF No 1&Btr BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2 X 4 HF Stud/Std'Except' 5- 62X4HFNo1 &Btr REACTIONS (lb /size) 2= 1004/0 -5 -8, 6= 722/0 -5 -8 Max Horz 2=275(LC 6) Max Uplift2=- 294(LC 7), 6=- 125(LC 5) Max Grav2= 1403(LC 2), 6= 986(LC 2) R s . r FORCES (lb) - Maximum Compression/Maximum Tension \, �" TOP CHORD 1 -2 =0/89, 2- 3=- 1614/182, 3-4 =- 1060/131, 4-5 =- 91/84, 5-6 =- 42/112 . ' 0: WASN /- BOT CHORD 2-8=-190/1364, 7 -8 =- 88/313, 6 -7 =- 88/313 ` 't., ∎c - p WEBS 3 -8=- 745/208, 4-8 =- 72/940, 4- 6=- 1104/178 o ~ 'y. ~ - ce; - — ,- ! NOTES • — .� ; , 1) Wind ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL =6 Opsf, h =25ft, Cat. II, Exp C, enclosed, MWFRS (low -tse), cantilever left and nght .. y exposed , end vertical left and right exposed; Lumber DOL =1 33 plate gnp DOL =1.33 4 6 2) TCLL. ASCE 7 -02, Pf =25 0 psf (flat roof snow); Category II, Exp C, Fully Exp , Ct= 1 , 0 *0- 2, 30'}96 V � 3) Unbalanced snow loads have been considered for this design ��f �C; /ST1 :RH ` 44,4:"" ' 4) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent S V • with other live loads. r �C),yp t 1 C 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 ( EXPIRES: 08 -01-08 ) LOAD CASE(S) Standard K4, �Ep PROFF <c �) ,AGI, 6. 9 s /0 2 )1: ' , 1 % E . 9 r %4 .rr' %i, ORE A, 4 M: R •'• , $ M F R S -0" EXPIRATION DATE: 06/30/08 April 24,2008 S , WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED 81ITER REFERENCE PAGE ]111 -i 4T3 BEFORE USE �.•. ti ,.e. x...rss+.y. ■r. `ww..' w.xr +._ .....:..ws Design valid for use only with Mick connectors This design is based only upon poromelen shown and a loran individual building component ®gI ' Applicab2dy of design poramenfers and proper incorporation of component n responsibility of building designer - not truss designer Bracing shown ��■��•YYY is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the MNTek' erector. Additional permanent bracing of the overo0 structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erec lion and bracing. consult ANSI /TPII Quality Criteria, D511.89 and Ball Building Component POP el K Safely Information available from Truss Plate Institute 583 D Onotno Drive, Madison. WI 53719 I 7777 Greenback back Lane. Suite 109 Citrus Heights CA 95810 '1 • Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 D7 MONO TRUSS 1 R28328202 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MITek Industnes, Inc Thu Apr 24 10 35 25 2008 Page 1 -3.0 -0 l 8.2.11 f 15.1.12 18.11.4 f 3 -0-0 8.2.11 6.11 -1 1.9.8 b4 II Sala • I 44 5 400 r 1.4 % 5 4 /11 • \P 1A1 Y 0 O l V 1F�/ 3 2 9 8 7 10 so 3.4 = 3.5 = 3,4 = 10 -10-10 16-11-4 I 10 -1610 f 6b10 LOADING (psf) SPACING 2 -0 -0 CSI DEFL TCLL 25 0 In (loc) 1/dell L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 30 Vert(LL) -0 10 2 -8 >999 360 MT20 185/148 TCDL 10 0 Lumber Increase 1.15 BC 0 40 Verl(TL) -0 30 2-8 >656 240 BULL 0 0 Rep Stress Inc: YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10 0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0 04 2-8 >999 240 Weight. 205 lb LUMBER BRACING TOP CHORD 2 x 4 DF No 18Btr G'Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purllns, except end 1 -3 2 X 10 DF SS G verticals BOT CHORD 2 X 4 HF No 18Btr BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing WEBS 2 X 4 HF Stud/Std "Except" 5 -6 2 X 4 HF No 18Btr QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. . � n o t ti,R S Thy .. s oN' /, � - F ! - REACTIONS (lb /size) 2= 1004/0 -5 -8, 6= 722/0 -5 -8 :, ----A ( Max Horz2= 982(LC 19) T r „ Max Upldt2=- 1897(LC 20), 6=- 176(LC 17) n ' " Max Grav2= 3006(LC 13), 6= 1037(LC 12) 4 _ g/, FORCES (lb) - Maximum Compression /Maximum Tension d;' TOP CHORD 1 -2 =0/89, 2- 3=- 5969/4512, 3-4 =- 3277/2329, 4-5=-530/519, 5-6= 48/118 , - P \ 0496 �,, BOT CHORD 2 -9 =- 3532/4705, 8-9=-1882/3055, 7 -8 =- 1901/2126, 7 -10 =- 1901/2126, 6 -10 =- 1901/2126 � � S�C,' /yTtilt��C WEBS 3 -8 =- 842/305, 4-8=-169/1037, 4 -6 =- 1154/227 \ -.So ...‘C) � NOTES 1) 2 -ply truss to be connected together with 10d (0 131"x3") nails as follows w Top chords connected as follows 2 X 10 - 2 rows at 0-9-0 oc, 2 x 4 - 1 row at 0 -9 -0 oc l EXPIRES: 08-01-08 I Bottom chords connected as follows 2 X 4 - 1 row at 0 -9-0 oc Webs connected as follows. 2 X 4 - 1 row at 0 -9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply 9 0 PR op connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated "<<- t 5 ' s 3) Wind' ASCE 7 -05, 100mph; TCDL =4 2psf, BCDL =6 Opsf, h =25ft; Cat II, Exp C, enclosed, MWFRS (low - rise), cantilever left and right .. �C�G I N� . / exposed ; end vertical left and nght exposed, Lumber DOL =1 33 plate grip DOL =1 33 2 4) TCLL. ASCE 7 -02; Pf =25 0 psf (flat roof snow), Category II, Exp C, Fully Exp , Ct= 1 1 . e 9 ( — 5) Unbalanced snow loads have been considered for this design / 6) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 7) This truss has been designed for a 10 0 psf bottom chord live load nonconairrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members A OR G Q �� 9) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 '0 �' / 1 , \ 10) This truss has been designed for a total drag load of 4280 lb Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -0 -0, 1 . • t 15 -11 -4 to 16 -11 -4 for 2140.5 plf. /� R S T` LOAD CASE(S) Standard EXPIRATION DATE: 06/30/08 April 24,2008 U ._tt. ."..e.:,J.. ..., “,..y:,.,b.,L-Y.. , .u:.L - t<:.. - �- .,> .'6,1,,,, �. -.:_ W 2.- ,.;, ..,:1.�.,.......�. .cur -.:43.- A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE N111.7473 BEFORE USE I �” - ,s Design valid for use only with MBek connectors. The design is based only upon parameters shown, and is for on individual budding component Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not truss designer Bracing shown n for lateral support of individual web members only Additional temporary bracing to insure stability dung construction is the responsibliity of the MiTek• erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding I labricotion. quality control storage delivery erection and bracing consult ANSI/1811 Quality Criteria. DSB - and BCSI1 Building Component w.rs ro Safety Information evadable from Truss Plate Institute 583 D'Onofno Dnve. Madison WI 53719 I 7777 Greenback lane, Suite 109 Citrus Heights. CA. 95610 f $ Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 G1 MONO TRUSS 29 1 R28328203 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 26 2008 MiTek Industnes, Inc Thu Apr 24 10'35 25 2008 Page 1 i — __-- -2.1,0 I 5-8-12 24 0 5-8-12 D. II Sol.. 1181 3 0 .00 fli 2 II ry „ , 3.4 = 2.4 II 5-6-12 l 5-8-12 LOADING (pot) SPACING TCLL 25 0 2 -0-0 CSI DEFL in (lac) I /deg L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0 34 Vert(LL) -0 04 2 -4 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0 23 Vert(TL) -0 12 2-4 >512 240 BCLL 0 0 Rep Stress Ina YES WB 0 00 Horz(TL) 0 00 ' 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matnx) Wind(LL) 0 00 2 •.•. 240 Weight 26 lb LUMBER BRACING TOP CHORD 2 X 6 DF No 2 G TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purtins, except BOT CHORD 2 X 4 HF No.1 &Btr end verticals WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing REACTIONS (lb /size) 2= 431/0 -5-8, 4= 197/Mechanical Max Horz 2 =92(LC 6) Max Uplift2=- 174(LC 7), 4= -25(LC 6) Max Grav2= 612(LC 2), 4= 267(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension _ - ` TOP CHORD 1 -2 =0/68, 2- 3=- 111/56, 3-4 =- 215/56 R S. T 1 � BOT CHORD 2-4= -15/25 s /r , ' `Q U E: \VAS / �1- NOTES .4, o G'• 1) Wind. ASCE 7 -05; 100mph, TCDL= 4.2psf, BCDL =6 Opsf, h =25ft, Cat II, Exp C; enclosed; MWFRS (low -nse), cantilever left and nght � •i - ; ~ 4 O exposed , end vertical left and nght exposed; Lumber DOL =1 33 plate grip DOL =1.33 i •! ., 2) TCLL. ASCE 7 -02, Pf =25.0 psf (flat roof snow); Category II, Exp C; Fully Exp.; Ct= 1 -/ . 3) Unbalanced snow loads have been considered for this design. ®_dip � 4) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent ~_ 30 r with other live loads 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads �••<'• � /STE.� `�� 6) A plate rating reduction of 20% has been applied for the green lumber members - S ��� 7) Refer to girder(s) for truss to truss connections. r / UNA L N • 8) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I EXPIRES: 08-01-08 P --."% ROPE, 9 V - o ORE - />, S -iv \ N EXPIRATION DATE: 06/30/08 3 April 24, 2008 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED k1iTE1: REFERENCE PAGE k1l1-7473 BEFORE LSE I Mt Design valid for use only with MiTek connectors The design a based onty upon parameters shown and is for on individual building component Apphcabliry of design poromenters 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 responsibillity of the I MiTek' erector Additional permonent bracing of :he overall structure is the responsibility of the building designer For general guidance regarding • tebricohon quality control. storage delivery erection and bracing. consult ANSI /TPI1 Quality Criteria. D511•89 and BCSI1 Building Component 7777 Greenback an Safely Information available abie from truss Plate Institute. 583 DOnofno Onve Madison, WI 53719 7777 Greenback Lane, Sale 109 1 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply SELECTED BIDDERS TMK/AC SELECTED2 G2 MONO TRUSS 1 R28328204 2 Job Reference (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 7 040 s Mar 28 2008 MiTek Industnes, Inc Thu Apr 24 10 35 26 2008 Page 1 I .2.1-0 I 5-0.12 2.1.0 5-6.12 3� II Scala 0 6� n u 00 i JxF 3 • 11� c 66// i 2 0 5 8 3s5 = b< II 5812 I I 5812 LOADING (psf) SPACING TCLL 25.0 2 -0-0 CSI DEFL in (lot) 1 /de0 L/d PLATES GRIP (Roof Snow =25 0) Plates Increase 1 15 TC 0.32 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 TCDL 10.0 Lumber Increase 1 15 BC 0 16 Vert(TL) -0 06 2-4 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0.00 Horz(TL) 0 01 4 n/a n/a BCDL 10 0 Code IBC2003/TPI2002 (Mainz) Wind(LL) 0 00 2 " "'" 240 Weight 52 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -6-12 oc purlins, except BOT CHORD 2 X 4 HF No 18Btr end verticals WEBS 2 X 4 HF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW . Iso,R S. Ty iv REACTIONS (lb /size) 2= 431 /0 -5 -8, 4= 197/Mechanical `r. F WASP t. �' � Max Horz2= 607(LC 19) 0 / / Max Uplift2=- 1649(LC 20), 4= -25(LC 6) -. , 1/- G j Max Grav2= 2087(LC 13), 4= 267(LC 2) r> , FORCES (lb) - Maximum Compression /Maximum Tension � TOP CHORD 1 -2 =0/68, 2- 3=- 4367/4253, 3-4 =- 215/56 c ' -, BOT CHORD 2 -5 =- 2382/2392, 5- 6=- 1842/1852, 4-6 =- 1842/1852 .. 30496 NOTES : Q �FCi /STbv- ,•-4,-. " 1) 2 -ply truss to be connected together with 10d (0 131 "x3 ") nails as follows 5' 0N k ,AG Top chords connected as follows' 2 X 6 - 2 rows at 0 -9 -0 oc, 2 X 4 - 1 row at 0 -9 -0 oc - Bottom chords connected as follows 2 X 4 - 1 row at 0 -9 -0 oc - ' 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply I connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated F EXPIRES: 08- 01-08 3) Wind ASCE 7 -05; 100mph, TCDL =4 2psf; BCDL =6 Opsf; h =25ft; Cat. II; Exp C, enclosed; MWFRS (low -nse); cantilever left and right exposed , end vertical left and right exposed, Lumber DOL =1 33 plate gnp DOL =1 33 PR OF 4) TCLL ASCE 7 -02, Pf =25 0 psf (flat roof snow); Category II, Exp C, Fully Exp ; Ct= 1 � CN �" F t_k 5) Unbalanced snow loads have been considered for this design c0 NC' )' � s/ 6) This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non - concurrent � 9 2 with other live loads [�/ 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads / • • • 0 • 9 � tr 8) A plate rating reduction of 20% has been applied for the green lumber members / 9) Refer to girder(s) for truss to truss connections / 10) This truss is designed in accordance with the 2003 International Building Code section 2306 1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 42801b. Connect truss to resist drag loads along bottom chord from 0-0 -0 to 1 -0 -0, I � A • 0, NC O 4 -6-12 to 5 -6-12 for 2140 5 Of - • LOAD CASE(S) Standard 9 � /7,, ' R 21 c? FR EXPIRATION DATE: 06/30/08 April 24, 2008 1 ® WARNING Verily design parameters and READ NOTES ON T1115 AND INCLUDED MITER REFERENCE PAGE. 3111•7473 BEFORE USE R Design valid for use only with MiTek connectors This design a based only upon parameters shown and is for an individual bulldog component Applicability • Applicability of design paramenters and proper incorporation of component .s responsibility of bu.ld,ng 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 responsibillity of the I MiTek' erector Additional permanent bracing of the overall structure is the responsbllity of the building designer For general guidance regarding fabrication quality control storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria. DSB•89 and BCSII Building Component •o• n Safety Information available from Truss Plote Institute 583 D'Onolno Dnve. Madison W1 53719 I 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95810 ■ - www.kcmetals.com For Product Substitutions ... the ONLY APPROVED EQUALTM DESIGN LOAD (LOS) HT KC* NAIL SCHEDULE STN NO REF NO MATERIAL UPLIFT LATERAL RAFTER PLATES STUD (133 %) F' (133 %) P (133 %) i HT1 H1 18 ga gal I 6 -8d a 11/2 , 48d I 495 490 I 170 iT1 HT2 H2 18 ga gal 5-8d 5 -8d 355 HT2/90° HCP2 18 ga gal 6 -10d a 11 6 -10d 01' — 635 315 i — HT2.5 H2.5 18 ga gal 5.8d I 4 to 6.8d — 475 170 170 HT3 H3 18 ga gal i 4 -8d 4 -8d — 475 170 170 HT4 34 18 ga gal 4 -8d 4.8d I — 365 170 170 F' HT4/90° HCP� 18 ga gal 8.10d 8.10d — I 1005 315 — HT5 H5 18 ga gal 4.8d 4.8d — 475 ( 170 HT6 H6 16 ga gal I — 8 -8d 8-8d 955 715 i — \ HT7 H7 16 ga gal 4.8d 2.8d 8.8d 930 475 — c w. ° ,..,.. HT8 H8 18 ga gal I 5 -10d r 1'/a 5.10d x 11/2 j — 620 I — — � `` HT10 H10 18 ga gal 8.13d a 11/2 8-8d a 1'/t — L - 910 590 525 " �` HIM H10R 18 ga gal 8 -8d r 1'h 8-8d X 11 I — ; 910 I 590 I 525 \ F HT10.2 f H10.2 18 ga gal 6 -10d 6.10d — 750 590 430 \` HT11 H11Z j 18 ga gal 6 -16d X 2'/i 6.16d a 2'h — 850 590 I 775 HT2.5 (HT3 Simillar) °o ° ° o bie040 ' HT6 ,,,,, .0.. 6 ...... ..."-■ 41400;.4 .. ..... „ ,.... ...... ....... ...... ...... ..:-.■„, ...., ........ 444 . v/ 1 HT5 HT8 • (HT4 Similiar) HT7 \® °. 70 HT10 \�j� < HT2/90° N., \ 41111 cl Cp e,,,,,,,,,,, r, .„:, N 11111111111111kP....'- Jo . . -I i ...... (HT4 /90 Slmlllar) lit F For Product Substitutions ... the ONLY APPROVED EQUALTM TC DESIGN LOAD (LBS) TCL DIMENSIONS (INCHES) NAIL SCHEDULE MAX (133 %) F TCD KC* Ili STK NO REF NO WITHOUT GAP WITH GAP F TCH D W I H TRUSS 1 PLATE F' P F' I P TC STC 11/4 . 11/2 I 2;4 ' 1 -8d 2.8d 85 110 ' 40 I 40 J I `I i ll' 1 i TCL STCT 11/4 11/2 4 /4 i: 3/4 2 110 — : : ---i . 4: lir TCH HTC4 3°/a 2 I 3' ' 3-10c1 6-10d i 395 . 315 I 100 I 315 1 ...--.7-----_____ 0 ............, ....;___,.. TC D MI METAL PRODUCTS INC. sriPeRSrEEn� CONNECTORS ©Copyright KC@ METAL PRODUCTS, INC. 63 HT HURRICANE TIES �, 1 3 „ . Design Features.. eliminate expensive, time 1%" 1 /e" ry ; 8 ' _J I consuming ratter notching provide wind and seismic 7/81,_ ties for trusses and rafters .. fulfill specifications for o resistance to lateral and uplift conditions also for general purpose tie use, strongback or attachments es:f a a 1/1 I . \ where one member crosses another . HT2.5 is ® . I 1 6' + designed for lying rafter or truss to the top of two plates. o ' R 25/ \ The fifteen design configurations include •a; ) (1) HT1, HT10, HT10R, HT10 -2, and HT11 -1 direction 1 - •• 1 ' •• / ;.O l Go The HT10 2 attaches a 2-ply ratter or a ceding lost /� 3• 1 and rafter the top plate. 3 /a" sy / (2) HT2 - combination. ination. 21/2" (3, 4) HT3 end HT2.5 - manufactured in pairs for right 5,14/.2: and left hand use 9 /j" (5, 6) HT4 and HT5 - a new design that provides higher HT1 5 allowable loads and requires fewer nails The new I , 13/ hurncane ties allow for installation on the inside of the member without Interfering with the sheet , " HT2 / HT2.5 rock, or for installation on the outside of the (HT3 Similar) member without interfenng with the sheathing material. The HT5 is designed to tie the top of two 1 1 / 2 " / 2'r wall plates to the rafter. /r/ W (7) HT6, HT7 and HT8 - the largest of all hurricane ties, m __` made from heavy 16 and 18 ga. galvanized steel for I ® HT6 HT7 high load capacity, and used to tie joists, studs, , . 4'Cp I a'` trusses, plates and all other wood members. ;. ®/ ; (8) HT2/90° and HT4/90° - these ties connect the foist or :®,",/ • • 6 K• ratter to a double top plate at a 45° angle ;_:c; r..- Manufactured sizes allow for both 2x and 45 4 0 `?� conditions After attaching the HT2/90° or HT4/90° to _ a double top plate, install the rafter at any slope up to ' •-- I. 23/ 45° and finish nailing. ;: _ 1Wr; --..- Material .. 18 ga and 16 ga. galvanized steel 0 1 ' ' ICBO Evaluatll n Seri/lie Report 2894 : • I 11/2 r" 21/ oi - �. kcm - � HT5 ; • . �— 0 4 'ay`: l ii�e ' 5 . 3 5 /e rr dw f - HT4 i:...: ,-- :�,. 1 3 / rr ,� j 2 6-HT2/90 = % oSm. HT8 0,I 0 • F 6% F1T4/9O' e ` o- 1 (HT10R = 2 ") .;1;,•"-_.,q;', .'. (HT10R = Vile) ••• ' 0. , •• • .,. r. s. `l 8' I ' ' o , a o ' 6 HT10 ': , . (HT11 s - ' HT2/90° °` • 5 \ ° HT10 - Similar) 3' e - HT2/90°, .KC, ' { �� ) 4 n "- HTdl90° (HT4/90° o TC TRUSS CLIPS TCL Design Features .. permit easy, fast tying of trusses to I I D-�1 TCH � , -' TCD non -load- bearing walls. Vertical slotted hole allows I I vertical movement for quick and simple truss seating TCH under a lull, dead load condition II H m TCL - 2 Wads to plate, 1 into slot _ TCD - 4 nails to plate, 2 into slots. d illi TCL is used when a longer leg is needed to reach a I W — ►I I truss or rafter because of separation from a non- beanng Q I i top plate. Lower truss chord can be attached to either 1 i side of the upstanding leg Nails must be installed at the 1 1 middle of the slot. TCH - has a lye slot to accommodate the movement of El commercial trusses for high lateral capacity \ 1' T q TCL 11 TCD 62 ©Copyright KC® METAL PRODUCTS, INC. MErAI:.PRODUCTS INC., %. SUPERSPEED °CONNECTORS = -:..= 1 • • For Product Substitutions ... the ONLY APPROVED EQUALTM www.kcmeials.com KC REF NO JOIST SIZE DIMENSIONS (INCHES) NAIL SCHEDULE DESIGN LOAD UPLIFT STK NO I D I W I H HEADER I JOIST NORMAL LBS I MAX LBS I LBS STP STP24 LUS24 I 2 x 4 i 1 13/4e I 31/2 4.16d 2.104 x 11/2 I 535 j 670 j 250 STP26 LUS26 I 2 x 6,8 I 11/4 I 13/4e I 434 I 6-16d 4.10d x 11/2 I 790 I 990 495 40411 STP28 I LUS28 2 x 8, 10 1 13/4e 6% 8.16d 4.10d x 11/2 I 1055 1320 490 STP210 I LUS210 I 2110, 12, 14 j 13 I 13/4”e 7 10.16d 14 -10d 11'1 I 1320 1415 I 490 STP24-2 LUS24-2 (2)2 x 4 2 31/2 31/2 4-16d j 2.10d 530 I 660 295 ' STP26-2 LUS26-2 (2) 2 1 6, 8 2 31 j 4% 8-16d 4.10d 1055 1320 525 STP28.2 I LUS28 -2 (2)2 x 8 2 31/2 7 12-16d j 6 -10d 1585 1990 880 • STP28 -3 I LUS28-3 I (3) 2 x 8, 10, 12 2 4% I 6'// I 12-16d i 6.10d I 1585 1990 I 880 I STP210 -2 LUS210 -2 (2)2 x 10, 12 2 3'k 9 16 -16d 8.10d 2075 i 2075 1170 STP214.2 I LUS214.2 I (2) 2 x 14 I 2 3'2 1013/+6 I 2016d I 10.104 I 2075 I 2075 I 1465 STP44 LUS44 j 4 x 4 2 3 / 3 4.16d 2.10d I 530 I 660 295 STP46 LUS46 4 1 6, 8 2 I 33/4e 44 I 8.16d I 4.10d I 1055 I 1320 585 STP48 LUS48 33/46 I 63 I 12 -16d I 6.10d 2110 2170 880 STP21 0 STP410 LUS410 I 4110, 2, 14 2 I 33/46 I 8 �e I 16-164 I 8 -104 I 2170 2170 I 1170 STP414 LUS414 4 x 12, 14 I 2 I 3 j 104 20 -16d I 10 -10d I 2640s 3000 1465 HTP For Product Substitutions ... the ONLY APPROVED EQUAL"' HTPR KC DIMENSIONS (INCHES) NAIL SCHEDULE DESIGN LOAD UPLIFT , REF NO JOIST SIZE STK NO LBS D W H HEADER JOIST NORMAL LBS MAX LBS HTP26 -2 HUS26-2 (2) 2 x 6 2 31/2 53Ae I 8 -16d 4.104 I 1070 1340 595 \ HTP28 -2 HUS28-2 (2) 2 x 8 2 3'1 73/44 12.16d 6 -10d 1585 1990 895 HTP210 -2 I HUS210 -2 (2) 2 x 10 2 3'/e I 9 16.16d 8 -10d I 2075 2075 1195 HTP212 -2 HUS212.2 (2) 2 x 12 2 3'/e 10.14 20 -16d 10.10d I 2075 2075 1490 \ ` HTP46 HUS46 I 4 x 6 2 39/46 I 5 I 6.16d I 4.104 1070 I 1340 595 HTP48 HUS48 4 x 8 2 33/4e 7 12 -16d 6.10d 2170 2170 895 HTP410 HUS410 4 x 10 2 33/46 9 I 16-164 8.104 I 2170 2170 I 1195 HTP412 HUS412 4 :12 2 3 103/4e 20.16d 10.10d I 2700 3000 1490 HTP412 For Product Substitutions ... the ONLY APPROVED EQUALT HTPTF 0 KC DIMENSIONS (INCHES) W NAIL SCHEDULE DESIGN LOAD H TF HEADER JOIST NORMAL LBS MAX LBS UPLIFT • HTPTFR STK NO REF NO JOIST SIZE D I '' HTPTF26 -2 HUS26-2TF (2) 2 x 6 2 31 1 08 2'/ j 10 -16d 4 -104 ; 3185 3295 I 595 ®�` HTPTF28 -2 HUS28-27F (2) 218 2 3'/e 7 2'h 12 -16d 6-104 3460 35 80 I 895 HTPTF210 -2 I HUS210.2TF (2) 2 x 10 2 3'1 9'/4 1 2 I 16-16d 8.104 3635 � 3860 1190 HTPTF212-2 HUS212.2TF (2) 2 1 12 2 3'/e 11'h 2'h 20.16d 1 10 -10d 3860 4140 1490 / HTPTF214 -2 HUS214 -2TF (2) 2 1 14 2 3'/6 131 I 2'h � 24.164 10.104 3860 4140 1490 HTPTF4S HUS48TF 4 x 6 2 34e 5% 2'h 10 -16d I 4.10d 3185 3295 I 595 \ HTPTF48 HUS48TF 4 x 8 2 3346 7' /a 2'h I 12 -16d 6 -10d I 3460 3580 ( 895 HTPTF410 HUS410TF 4110 2 33/4e 9'/4 21/2 16-16d 8.10d 3635 3860 1190 HTPTF412 HUS412TF 4112 2 33/4e I 111 121/2 20 -16d 10 -104 3860 4140 1490 HTPTF414 HUS414TF 4 x 14 2 3 I 1316 12 24-164 I 10.10d I 3860 I 4140 I 1490 HTPTF41 4 HDTP For Product Substitutions ... the ONLY APPROVED EQUALTM KC DIMENSIONS (INCHES) NAIL SCHEDULE DESIGN LOAD UPLIFT STK HO REF NO JOIST SIZE LBS D W H HEADER I JOIST NORMAL LBS MAX LBS HDTP26 I HUS26 2 X 6, 8 3 1 51/2 14 -164 6 -104 x 11/2 I 1990 2485 815 HDTP28 HUS28 2 0 8, 10 3 1% 7 22.164 8 -104 : 11/2 3125 4900 1085 Pill!) HDTP210 HUS210 i 2 X 10, 12 3 1% 9 38.16d 10 -10d 11 4260 5325 1360 HDTP26.2 HHUS26.2 (2) 2 X 6 truss 3 37A. I 5 I 14.164 6.1Gd 1990 2485 965 HOTP28.2 HHUS28 -2 - (2) 2 X 8 truss 3 I 3'/16 7 I 22.16d 8-10d 3125 4900 1285 HDTP210 -2 HHUS210.2 (2) 2 x 10 truss I 3 I 3'/18 i 9 I 30.16d 10.104 4260 5325 1610 HDTP210-3 HHUS210.3 (3) 21 10 Truss 3 4 " /1e 9 30.164 10.164 4260 5325 1610 HDTP210 -4 HHUS210.4 (4) 2110truss 3 61 I 9 30.16d I 10.16d 4260 5325 1610 4 HDTP46 HHUS46 4 truss 3 3% 5 14-16d 6-104 1990 2485 965 HDTP210 HDTP48 HHUS48 I 2 x 8 truss I 3 3 7 -1 22.164 8.104 I 3125 49 . 1285 HOTP410 HHUS410 4 1 10 truss 3 3% 9 30.164 10.104 4260 5325 1610 tie .... Tr uss installation & Temporary ,Restraint /Bra Ins talacion de Trusses & .Restriccion /Arriostre Tempora • Spans over 60' may require complex permanent bracing. Please always consult a Professional Engineer. Vanos mas de 60 pies,pueden requerir.arriostre .permanente complejo. Por favor, siempre consulte a un Ingeniero Profesional. FOR TRUSSES UP TO 2' -0" ON- CENTER AND 80' -0" IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD Q Spans over 60' require more complex Temporary Installation Restraint /Bracing. ,y- Consult a Professional Engineer. ` -= Vanos mas de 60 pies requieren Instalacion Temporal de Restriccion/ ;- ;55 N 1' ° Arriostre mas complejo. Consulte un Ingeniero Profesional. 1 *' �4 °+�. , A Disregarding handling, installing, restraining and bracing safety -_ L .'t A _- ` .` h recommendations is the major cause of truss erection /installation accidents. _ -4411 0 1 e l r i � _ `'■ Z-:-- � -' El no seguir las recomendaoones de manejo, instalacion, restriccion y arriostre es la causa principal de los acadentes durante la Diagonal -. erection instalacion de trusses. Bracing � ,. - r. [ i' 9 ' Lateral Restraint 0 Lateral Restraint is not adequate without Diagonal Bracing. Restriccion Lateral no es adecuada sin Arriostre Diagonal. MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT (TCTLR) ESPACIAMIENTO MAXIMO PARA ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (TCTLR) The graphic at left shows the maximum on- center spacing (see * at - left) of TCTLR based on truss span from the table in Step 2 on page 2. TCTLR shown In Diagonal Braung - - ■ TCTLR es mostrado • Ground bracing not shown for clarity. snows in ,� en • Apply Diagonal Bracing or Structural Sheathing immediately. For Amostre Diagonal es _. mostrado enro)o - -- spans over 60' applying Structural Sheathing immediately is the preferred method. - El dibujo a la izquierda muestra el espaciamiento maximo en el centro . my : -- - - (yea * a la izquierda) del TCTLR basado en los vanos de trusses de la ,,,,,,-1-------:_ - 1 , tabla en el Paso 2 en la pagina 2. o, \ 45 .8' o.c Try s:s - ma, - ; J • No se muestra el arriostre de tierra para claridad. k• i -. ..,_ 07 ax.' P . . . � ' `typ u , t,Ptaso: j Aplique inmediatamente Arriostre Diagonal o Entablado Estructural s u P to j jib Pt a45'' - S' (structural sheathing). Para vanos mas de 60 pies el methdo preferrdc es entablarlo inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION /INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACION Y CORRIJA COMO ES NECESSARIO J I Buiidi:lc di.l, . - : _ . . .. J BEa : i:)c S.._. -. ._ - • ... - ' - - t✓ r_ .,... , ... �' o' - .:.:.", J L.00OC _ __.; 1•I: ._I :.: .c. _ .. j,:l..)' .' k b: r: ,_. ! 1 r. i i III 'nte"°r If ground level is too far I-, I from truss for exterior ; I. Ground Bracing, use i - - interior Ground Bracing. I . •; ,,. I y Si el nivel del terreno es I I i Y r demasiado lejos para . r • N j usar Arriostre de Tierra Exterior exterior, use Arnostre � y qx -C`_' de Tierra Interior. J I r • B2Temp 070524 BCSI -B2 SUMMARY' SHEET RESUMEN BCSI B2 t • S TEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior First able Ill First truss or Gable for Gable �� WI Eno Frame) of braced �Entl oorated Framer 2x_ bracing (or end )ticks m a hip set application) ��i �% a group of trusses \ \\ f Arnostre 1x (o gatos extremos en una aphcadon de Grountl I ( � .G �i:+` Aroup of busses grupd de cadera (hip se[) Brace \\ t�� d � Bracetl truss (or Diagonal 4 — �I\t,y . Grouno Brace Girder Truss m hip Grountl [[[Gr and ) `�i 1 cdoon) rrOse,ado Brace I Un truss ar vertical ��� \ � I, ' � /� (d apPh truss de r J/ � r 1 r ,/ 1'\ Allik Ground � �t coo 1 :race c ader br a e wall with ) �.,�� H t Diagonal I , :r Diagonal II Brace Properly �/ �\ go ac Growd ` adequate diagonals La trai / /4S1111 \, \ 10-- and floor anchorage, Dnven Restraint \ Ground perpendicular walls, etc Ground Strut \� Second Ilmr L ateral _I Arnostre apropiado5 lit Stake Restraint Nbniontal Tie Member attached to es / floor Note Second floor system adecuados anda / Ndntonlal Backu Ground �� �/ \ I \ del S Member End Diagonal First Ilooi� MIS nave adequate capacity to — also, Paredes vnth nndapte stases Brace support forces from Ground Braces perpen0icularrs, etcetera EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ' Iiiftedif iMi. Brl ¢ N r ' ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR r a RA/Nf p I RAIIII MW A y P v R r E X � „ M 2 ■ Determine the locations for TCTLR and Ground Brace Verticals Determine las ubicaciones para TCTLR y las Verticales de Arriostre de Tierra /TCTLR, typ. Maximum Top Chord Temporary Lateral Restraint Spacing" /� El Use truss span to determine spacing "' for To Chord Tem bra Lateral Re- Truss Span Top Chord Temporary Lateral '� `� p p ry Restraint (TCTLR) Spacing straint (TCTLR) from table at right. � , , g Use el vano de truss para determinar Up to 30' 10' on center maximum I iii � O + el espacramiento para Restriction 30' - 45' 8' on center maximum t , Vi Lateral Temporal de la Cuerda Supe- 45' - 60' 6' on center maximum nor (TCTLR) en la tabla a la derecha. / 60' - 80' ' 4' on center maximum 'Consult a Professional Engineer for trusses longer than 60' ` / **For trusses in Post -Frame buildings, see also SCSI -B10." • = Pitch break Under 88'' � Over 8' led, aTCTLR) TCTLR III - , • .. r�v°- ', _ to" or rester i t 5 5 5%6' 8 3 4 g � ..... �� / ' _� /� .., - 33' -0' Span .. q '-- RR W Tia 1 d attachment required at support(s 'sPa° Truss a � Q Locate a Ground Brace Vertical at each El Locate additional TCTLR at each change TCTLR location. of pitch. Q Locate additional TCTLR over bearings if the Localice una Vertical de Arriostre de Localice TCTLR adretonal en cada cambio heel height is 10" or greater. Tierra en cada lugar de TCTLR. de Inclination. Localice TCTLR adicional sobre los soportes st la altura del talon (heel height) es de 10 pulga- das o mss. 3 Set First Truss and Fasten Securely to Ground Brace Verticals ■ Coloque el Primer Truss y Fijelo Seguramente a los Verticales de Arriostre de Tierra. Q Set first truss (or Gable End Frame) and fasten securely to Ground Brace Verticals and to the wall, or as directed by the Building Designer. Ex- amples of first truss installed. Coloque el pnmer truss (o Armazon Hasbal) y fi�elo seguramente a las Verticales de Arnostre de Tierra y a la pared, o como se dirige el Disena- dor del Editicio. Ejemplos del primer truss instalado TCTLR TCTLR locations, typ. locations, typ :. �. TCTLR { locations, typ j / I _ I '' /•- r / 11/11'4111 / : i ce i I JI -i rI I I' / 7 • 1- / 1, --- � / !/ ���� f �%� = r ./- • 't , „.•-- ---_._._____ EXTERIOR GROUND BRACING INTERIOR GROUND BRACING , R IOSTR EY7 Aq, , R ROl1,ND�TIi i0: ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR iERRiOltIN7E1��R rrP,%i'REA,i 6 IMPORTANT SAFETY WARNING! 0 First truss must be attached securely at each bearing and to all Ground Brace Verticals prior to removing the hoisting supports. 6 iADVERTENCIA IMPORTANTE DE SEGURIDAD! 6 El primer truss tiene que ser sujetado seguramente a cada soporte y a todas las Verticales de Arriostre de Tierra, antes de guitar los soportes de levantar. uu - : • a ' ■ I. I ' , . , I • • ' ' ' ' , • 4 Set Trusses 2, 3, 4 & 5 with TCTLR in Line with Ground Bracing ■ Coloque los Trusses 2, 3, 4 y 5 con TCTLR en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Examples of first five trusses set. • Sujete seguramente los trusses a todos los soportes, rellenar solidamente los soportes como sea necesano. Ejemplos de los primeros cinco trusses colocados. See options below See options below See options below r - -: _ -'/-c- r:A .- - --/- , -S I/ � + - LN- N. \ EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ?∎rf1T1. 171L•■ Q Z=.i rC ,. -- ,;. , T,.ii C?Sh ARRIOSTRE OE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR az?:a(.ii,n;f- i!T io %li gyU , I,t;I L4 0 Three options for installing Short Member Temporary Lateral Restraint. Tres opciones para instalar Restriction Lateral Temporal de los Miembros Cortos. Option 1 Option 2 Option 3 Short Member Temporary Lateral Restraint Installed on Short Member Temporary Lateral Restraint Installed Proprietary Metal Restraint Products* Top of Trusses Between Trusses Opcon 3 Option 1 Option 2 Productos de Restnccon de Metal Patentado* Restnccon Lateral Temporal de los Miembros Cortos Restriction Lateral Temporal de los Miembros Cortos * These products are specifically Instalados Encima de Trusses Instalados Entre Trusses designed to provide lateral 2T'+ 11/2" minimum 2 -16d. deformed shank f--► restraint and are not just for lf— 'l end distance n ails m inimum at each 22'x„ spacing. See manufacturer's 1'/ pulgadas restraint -to -truss connection. _ - specifications. distancia de Use como minima 2 -16d 22W extremo minima 221/2' clavos largos (shank nails) en Estos productos son disefiados cada coneecion de restnccion- especificamente para proveer Do not use split a- truss. restriction lateral y no solamente members. t espaciamiento. yea las • No use miembros connection especficaciones del fabricante. 2 clnecs en rajados. cada coneccion \„ 22'/x • ' 0 1 ` ; , I \ 22 " �/ Do not use split ` \ members. 22' ' \ No use � ..` - ` \ � miembros �� i /' rajados. �� 'i � . Il IMPORTANT SAFETY WARNING! 6 Each truss must be attached securely at each bearing and all Top Chord Temporary Lateral Restraints installed before removing the hoisting supports. 0 iADVERTENCIA IMPORTANTE DE SEGURIDAD! 6 Cada truss tiene que ser sujetado seguramente a cada soporte y todas las Restricciones Laterales Temporales de las Cuerdas Superiores instaladas antes de remover los soportes de levantar. LATERAL RESTRAINT /BRACING MATERIAL AND CONNECTIONS CONNECIONES Y MATERIALES DE RESTRICCION /ARRIOSTRE Q Minimum size of Lateral Restraint and bracing material is 2x4 stress - graded lumber or approved proprietary metal restraint /bracing, unless otherwise specified by the Building Designer. El tamano del material de Restriction Lateral y arriostre debe ser por to menos 2x4 madera graduada por esfuerzo o restnccion /arrostre de metal patentado aprobado, a menos que especifique el Disenador del Edificio. 2 All bracing and Lateral Restraint members must be connected to each truss with at least 2 nails (see minimum sizes shown below), except for the short member restraints shown in Step 4, Option 2 (see above), which require 2 -16d deformed -shank (i.e., ring- or screw- shank) nails. Todos los miembros de Restrccon Lateral y arriostre tienen que ser conectados a cada truss con un minima de 2 clavos (ver los tamanos minimos mostrados abajo) excepto para las restricciones de miembros cortos ® mostrados en el Paso 4, Opcon 2 (yea arriba), cuales requieren 2 -16d clavos con largos desformados (Ej. Largos de anillos o tornillos). 2 Drive nails flush, or use double- headed nails for easiest removal. lOd (0.128x3 ) Penetre los clavos al raso, o use clavos de dos cabezas pars quitarlos mas 12d (0.128x3.25 ") 1 11 1 facrlmente. 16d (0.131x3.5 ") 0 . I �I . a 91 5 ■ Install Top Chord Diagonal Bracing Instale Arriostre Diagonal en la Cuerda Superior Q Attach Diagonal Bracing to the first five trusses. Examples of Diagonal Bracing on first five trusses. Coloque Arriostre Diagonal a los primeros cinco trusses. Ejemplos de Arriostre Diagonal en los primeros cinco trusses. Scc Short Member See Temporary Lateral ee Short Member Restraint detail Temporary Lateral 'N . options papa 3 See Short Member pj ;PTT3 * f � �.: Restraint detail 0011/11/Fra, ''' ' IF , - - � oDbons papa EXTERIOR GROUND BRACING . 4 i P lillir RIO TITgifND:ARAGNF�� YTi (` i e. riTo)�l'S iTa If.tr — l 1•FT ' . - kmARRIOSFREiDETIERRA INlEi1OR : �� .r � _ r fir, -_ " .i4Z C: ARRIOSTRE DE TIERRA EXTERIOR h� i +� ,.. �:'i [i. /1� f' r4n 7�,7 7'G7?'`.7iR� /1� ,7717 r I 9 l li . , ij Q Or start applying Structural Sheathing. Example of Structural Sheathing installed on first five trusses. 0 empiece en aplicar el Entablado Estructural. Ejemplo f ' a: de Entablado Estructural instalado en los primeros 1 t ' a': a 1 cinco trusses. 7..,.F, \ / ' L w w E =,_.,. { ,- 6 ■ Install Web Member • Diagonal Bracin • Instal el Arriostre Diagonal de Miem Secundarios [J( Temporary web member Diagonal Bracing acts with the top chord and bottom chord temporary Lateral Restraint and Diagonal Bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El Arriostre Diagonal de los miembros secundarios temporales trabaja con la Restriction Lateral y e! Arriostre Diagonal Temporal de la cuerda supe- rior e inferior para formar una triangulation perpendicular a! piano del truss y evita que los trusses se inclinen o caigan como dominos. Q Install Diagonal Bracing at about 45° on web members (verti- cals whenever possible) located at or near bottom chord Lateral Restraint locations. Web Diagonal Bracing must extend from the top chord to the bottom chord. Repeat at the interval shown in Bracing l the Figure at right. Instale Arriostre Diagonal a aproximadamente 45 grados en los Web members ���~ miembros secundarios (verticales cuando sea posible); coloca- .4 ;Se"' dos en o cerca de las ubicaciones de Restricoon Lateral de la l N ` - cuerda inferior: Repita a los intervalos mostrados en la Figura a dl t '�� `- Q The requirements for web member Permanent Individual Truss ,, �•N; ;a' r Member Restraint are specified on the Truss Design Drawing. `,*4/1424----__. `` Refer to SCSI -B3 Summary Sheet — Permanent Restraint/Brac- �1_ '.,.� ���;+ Y .te 1 mg of Chords & Web Members for more information. "' 41 �' , Los requisites pars Restriction Permanents de Miembros '` Bottom Chords Individuates de Truss pars miembros Secundarios son asps - Diagonal Braces cificados en el Dibujo del Diseno de Truss. Vea el resumen every 10 truss BCSI -B3 - Restriction /Arriostre Permanente de las Cuerdas spaces (20 max.) v los Miembros Secundarios ara mas information. "' 10' -15' max Same spacing Some chord and web members p as bottom chord Lateral Restraint not shown for clarity. .rte Q Mono pitch trusses, deep flat trusses and other types of trusses with deep ends also •�-•'•"� require Temporary Lateral Restraint and Diagonal Bracing on the long web members at the 4 deep end of the truss. -- --j\ 0 Trusses de una sola pendiente, trusses pianos y profundos y otros tipos de trusses con extremos profundos tambien requieren Restriction Lateral Temporal y Arriostre Diagonal en los miembros secundarios largos al parte profundo del truss. 4 11 14 _: • . I ' , I, I ' : .. I •ij■ • •1. 1 , .1, 1 • 7 Install Bottom Chord Lateral Restraint and Diagonal Bracing Instale la Restriction Lateral y el Arriostre Diagonal de la Cuerda Inferior E , _. Bottom Chord Temporary Lateral Restraint and Diagonal Bracing stabilizes the bottom . < -: :"7-- - - - ---- \L \f�'- S chord plane during installation and helps maintain proper spacing of the trusses. Ldteraieestrainu- zx4niror � ��� Restnccion Lateral Temporal y Arriostre Diagonal de la Cuerda Inferior estabilizan el greater l000ea over two uusses ` ;� , ,` piano de la cuerda inferior durante la rnstalacron y asiste en mantener espaciamiento -- Bottom am apropiado de los trusses. chortle , -,`• � p � � � - Z . ::: ��� _• •� :� mil' Install Temporary Lateral Restraint at 15' on center maximum. Remove, if desired, i. ` - after the permanent ceiling diaphragm Is In place. 4 �f :�,.:� `` Instale la Restrrcnon Lateral Temporal a .15 pies en el centro como maxima Quitelos, r - : . ,:------- - ... - :.:;--- -- ..... - -;.Z - ..>" j" sr asi to desea, despues que el diafragma permanente del techo este colocado I , (Marini Braces every to 0 Install Permanent Lateral Restraint at 10' on- center maximum. Specified spacing may 1111P.- truss spaces (20' max) be less; check with the Truss Design Drawing and /or the Building Designer. 10 -15 man Instale la Restrrcnon Lateral Temporal a 10 pies en el centro como maxrmo. El espa- Some chord and web members cramiento especificado puede ser menor; verifique con el Dibulo del Diseno de Truss not shown for clarity y/o el Disefiador del Edificio 2 Install Diagonal Bracing at intervals of 20' maximum. Instale Arnostres Dragonales a intervalos de 20 pies maxrmo. LS IMPORTANT SAFETY WARNING! 66 Do not remove ground bracing until all top chord, bottom chord and web Lateral Restraint and Bracing is installed on at least the first five trusses. 61 iADVERTENCIA IMPORTANTE DE SEGURIDAD! No remueva el arriostre de tierra hasta que toda /a Restriction Lateral y Arriostre de la cuerda superior, la cuerda inferior y los miembros secundarios esten instalados en por lo menos los primeros cinco trusses. 8 Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B ■ Repita los Pasos Cuatro a Siete en Grupos de Cuatro Trusses Usando la Opcion A o la Opcion B Option A: Install long- length Continuous Lateral Restraints on each Option B: Install Diagonal Bracing on each group of four trusses that have been set with group of four trusses that have been set with Short Member Temporary Short Member Temporary Lateral Restraint per Step 4 on page 3. Lateral Restraint per Step 4 on page 3. Install Diagonal Braces every 20' Opcidn B: Instale Arnostre Diagonal en cada grupo de cuatro trusses que han sido maximum. colocados con Restriction Lateral Temporal de Miembros Cortos por el Paso 4 en la pagrna 3. Opcion A: Instale Restriction Lateral Contmuas de longitud -largo en cada grupo de cuatro trusses que han sido colocados con Restnccion WARNING! After the initial set of five trusses are installed and braced Lateral Temporal de Miembros Cortos por el Paso 4 en la pagrna 3. Instale (i.e., Lateral Restraint and Diagonal Bracing), DO NOT set more than Arnostres Diagonales cada 20 pies maxrmo. four trusses when using Short Member Temporary Lateral Restraint before you STOP, and Diagonally Brace as shown. This approach will NOT work without Diagonal Bracing applied early and often. TCTLR spacing between iADVERTENCIA! Despues de que el primer grupo de cinco trusses sea Diagonal Bracing required rows is based on truss at each end of truss r ow span (see Table on instalado y arriostrado (Ej. Restriction Lateral y Arriostre Diagonal), and every 10 truss page 2 for guidelines) NO coloque mas de cuatro trusses cuando se usa Restriction Lateral spaces (20' max) Temporal de los Miembros Cortos antes que PARA, y arriostrelo diagonalmente como mostrado. Este enfoque NO funcionara sin aplicar „” :. �., • el Arriostre Diagonal temprano y con frecuencia. - ` '�/ TCTLR spacing between rows Is based _ - '� ' j -; ,:\ ;; ; ,.;. • on truss span (see cable on _ • ,l /<. \ - ; -' — Page 2 for guidelines) Jr _ . _ _ _ �/ ,, `` -� 10 truss sp aces - is \` max (20' max ) ,`' J , .. • . . -�� 4 buss spaces _ _ .. • 10 truss max 18' max I • spaces ` max (20' max) ' Ground Bracing not shown for clarity ' i � • - �� Temporary Diagonal Bracing repeated entire length of building ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED : /.,." • Apply Structural Sheathing early and often. DO NOT wait until all trusses are set to '� ;j ' r ' r apply Structural Sheathing. 4 � � ,r ASEGURESE QUE TODOS LOS TRUSSES ESTEN ARRIOSTRADOS DIAGONALMENTE . - Mt �.� v4re -s— .r� .p,/l APROPIADAMENTE. (.; u . !'� Aplique Entablado Estructural temprano y con frecuencia, NO ESPERE hasta que % i �- ® todos los trusses ester; colocados para aplicar Entablado Estructural. - - WARNING! Remove only as much top chord Temporary Lateral Restraint and Diagonal Bracing as is necessary to nail down the next sheet of Structural Sheathing. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI -B4) !ADVERTENCIA! Quite solo tanta Restriction Lateral Temporal y Arriostre Diagonal de la cuerda superior como sea necesario Para clavar la siguiente hoja de Entablado Estructural. NO EXCEDA LA CARGA DE DISENO DE TRUSS CON CARGAS DE CONSTRUCCION. (VEA BCSI -84) . - • U R , I . . I I. • • , , •1, • ..• • ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: CONSTRUIRLO EN LA TIERRA Y LEVANTARLO EN LUGAR g Ensure level bearing; set, position, plumb and properly restrain and brace the set of trusses on the ground r Asegurese que el spoporte es nrvelado; colocar, posraonar, nrvelar y restnngrr y arnostrar apropradarnente ; , °, •,4 � r ,`'; 1: h el gru de trusses en la rierra. t :ri ,‘•' I . r r I• g Apply Structural Sheathing for stability. Begin at the heel and alternate 4'x8' and 4'x4' sheets up to the peak ;Illllfuu l,: .4plique el Entablado Estructural para estabrlidad Empiece en el talon y alterne 4 pies x 8 pies y 4 pies x 4 _ pies laminas hasta el pica �- - , Z Install web and bottom chord Lateral Restraint and Diagonal Bracing as required by the Building Designer. °C" an O � i Insraie Restnccion Lateral y Arnostre Diagonal de los mrernbros segundanos y de la cuerda inferior Como — i • -jl requiere el Disenador del Ednccio. l - , ® Pick up the assembly and set it in place. Levante el ensamblaje y coloquelo en lugar — 7 F �. Ej Be sure to get the proper Professional Engineering guidance to lift the entire system into place safely - ,fit arid efficiently. t":' l Asegurese de obtener la guia de Ingenieria Profesional apropiada para levantar el sisteina entero a I. ,i su lugar en forma Segura y ehuente. . e' HIP SET ASSEMBLY & BRACING Install jacks while ENSAMBLAJE Y ARRIOSTRE DEL GRUPO DE CADERA h hooade Attach Hip Girder continues to hold girder in place to Supports Permanently connecting the end jacks to the end wall and girder as early Install H,p Jack in the installation process as possible dramatically increases the stability of {Mt the hip girder and the safety of the structure. ► Conedando permanentemente los gatos extremos a la pared extremo y � j ilikiihk. travesarlos tan temprano en el proceso de instalacron como sea posible ' aumenta drasticamente la estabilydad del travesano de cadera (hip girder) oy la seguridad de la estructura. Install Outer End Jacks Hip Trusses Common trusses and one every 10' o c Hip Girder ` 44 t I✓ Step 3 Install all the corner and end jacks with all permanent truss -to- , ' ' - A: � , P'l ►7- bearing connections (e.g., hangers and tie- downs). • / a Paso 3lnstale todos los gatos extremos y gatos de eon con todos � n conecciones permanentes de truss-a-soporte soporte (Ej. Colgadores III // End Wall 1 - soportes de anclaje. Gom End Wall Step hip Temporary Setback from St 4 Install the next hi truss with 2x4 Short Member Tem ora Lateral End Jacks I Restraints cut to a minimum of 32" long. Attach each Short Member Temporary Lateral Restraint to the Top Chord of the hip girder and adjacent hip truss with two nails at each end. Place Use the following sequence: Short Member Temporary Lateral Restraint at hip breaks and space Use la siguiente secuencia: according to the guidelines of this document. Step 1 Position the hip girder on the bearing walls at the specified end wall Paso 4lnstale el proximo truss de cadera con 2x4 Restricciones setback and permanently attach to supports. Temporales Laterales para Miembros Cortos cortadas a 32 pulgadas Paso 1 Posicione el travesano de cadera en las paredes de soporte al de largo en minima Sujete cada Restriction Lateral Temporal del "setback" de la pared extremo especificado y sujete a los soportes Miembro Corto a la Cuerda Superior del travesano de cadera y permanentemente. al truss de cadera contiguo con 2 clavos a cada extremo. Puse Restnccion Lateral Temporal del Miembro Corto a roturas de cadera WARNING! Whenever possible, connect multi -ply Girder Trusses (hip breaks) y espacian segtin las directrices de este documento. together and install the end jack hangers (if required) prior to erection /installation. �, �.�, . iADVERTENCIA! Siempre que sea posible, conecte los trusses pi. r. de travesano de varias -capas juntos y instale los colgadores de / // � . gato extremo (si requerido) antes de la erection /instalacion. / /A Note: All plies of a multi -ply girder shall be attached per the fastening schedule on the TDD before attaching any framing members or applying any loads. Nota: Todas capas de un travesano de vanas capas sujetaran por el Step 5 Install remaining hip trusses. For the flat portion of each hip truss horario de fijar en el Dibujo del Diseno de Truss antes de sujetar algunos use Short Member Temporary Lateral Restraints that are at least miembros o de aplicar algunas cargas. double the length of the first set of Short Member Temporary Step 2 Install Hip Jacks, and End Jacks at 10' on center while crane Lateral Restraints (see Figure on next page). For the sloped sides continues to hold girder in place. of the trusses, install Short Member Temporary Lateral Restraints Paso 2lnstale Gatos de Cadera y Gatos Extremos a 10 pies en Centro according to one of the three options on page 3. mientras la gnia continua tener el travesano en lugar. Paso 5 Instale el resto de los trusses de cadera. Para la parte plana de 0 cada truss de cadera use Restricciones Laterales Temporales Note: Attach lack trusses to Top Chord and Bottom Chord of Girder Truss. de Miembros Cortos que son por to menos dobles la longitud The Connection at the top is important as it helps to stabilize the Top Chord del primer grupo de Restncciones Temporales Laterales de of the girder. Miernbros Cortos (Vea la hgura en la proxima pagina). Para los Nota: Sujete trusses de gatos a la Cuerda Supenor y la Cuerda Inferior del lados pendientes de los trusses, instale Restncciones Laterales Truss de Travesano. La coneccion por encima es importante como ayuda a Temporales de Miembros Cortos segtin uno de las tres opciones en estabilizar la Cuerda Superior del travesano. la pagina 3. . . • I ` ' IF • ' : ' • • •1. • ' • TRAINT/ BRACING ;, , .r 4 2 Have all necessary lifting equipment and building materials on hand. Make sure the crane operator understands the special hoisting —� 44:: ),p requirements of Long Span Trusses (see BCSI -B1). i� / 31, Tenga todo equipo de levantar y los materiales de construction nec- / �� I' 1\ esarios a la mano. Asegurese que el operador de grila entiende los • ��;� requisitos especiales de levantar los Trusses de Vanos Largos (yea BCSI- B1)."' Attach to Spreader bar truss at Locate o above orstdiback 1Ct mid•height { • Step 6 Install pitched trusses using the guidelines provided in Steps 2 -8 on Al����� ` 1 pages 2 -5 of this document. l „ II /I , �j Step 6 Instale trusses pendientes usando las directnces provistos en Pasos �Il el I�Irf /I 2 -8 en paginas 2 -5 de este documento. .., Spreader bar 2/3 to ` Taglin • 3/4 truss length `/ For trusses up to and over 60' • -; - �— 1 1. ' , ij ► � Attach to ��� / � � '! ' truss at � F \ Spreader bar 10' o.c �,, or sbiiback max f J 1 -1 i-r7 it ii Spreader bar 2/3 to — 1. 3/4 truss length Warning! DO NOT stack materials or stand on end jacks as it Tagline causes instability in the hip girder. -4--- For trusses up to and over 60' -► iAdvertencia! NO amontone materiales ni pise en los gatos extremos por asi causa inestabilidad en el travesafio de cadera. TIPS FOR SAFE AND EFFICIENT INSTALLATIONS f CONSEJOS PARA INSTALACIONES SEGURAS Y EFICIENTES ;��; \ Q Assemble the first five trusses with all Structural Sheathing, restraint 7 �� /n o �., and bracing, either as the trusses are installed or built as a unit on r /4," j the ground and lifted into place. - ., ,/:-•,,.-- i � Monte los primeros cinco trusses con todo el Entablado Estructural, -7. y 'N� 1 restriction y arnostre, cualquier cuando los trusses son instalados o _ , I son construidos como una unidad en la tierra y levantados en lugar. 0 Keep trusses straight during hoisting to minimize bending out -of- ' plane. Mantenga los trusses derechos durante el levantamiento para mini - LONG SPAN TRUSS INSTALLATION mizar el doblado fuera- de- plano. INSTALACION DE TRUSSES DE VANOS LARGOS El Add a temporary center support to provide greater stability and leave in place until all Permanent Building Stability Bracing is in- WARNING! TRUSSES OVER 60' IN LENGTH ARE EXTREMELY stalled. DANGEROUS TO INSTALL AND REQUIRE MORE DETAILED Agregue un soporte temporal en el centro para proveer mas esta- SAFETY AND HANDLING MEASURES THAN SHORTER SPAN bilidad y quedar en lugar hasta que todo el Arnostre de Estabilidad TRUSSES Permanente de Construction es instalado. iADVERTENCIA! TRUSSES MAS DE 60 PIES DE LARGO SON . ' . EXTREMAMENTE PELIGROSOS A INSTALAR Y REQUIEREN , • • - MEDIDAS DE SEGURIDAD Y MANEJO MAS DETALLADAS QUE TRUSSES DE VANOS MAS CORTOS I BEFORE STARTING ) • ANTES DE EMPEZAR 2 Hire a Professional Engineer to provide a temporary restraint /bracing � � -7 plan and to supervise the erection process. s . >. .',1` Contrate un Ingeniero Profesional para proveer un plan de restnc cion /arriostre temporal y para supervisar el proceso de erection. ':. 0 Develop a safe, effective truss installation method and inform all I' . -3,1 ' crew members of their roles. �,� L' Elabore un metodo seguro y efectivo de la Instalacion de trusses e _ informe todos tripulantes de sus papeles. y.+ i6► �.'I 2 Use installers who have experience installing trusses greater than 60' in span. 0 Apply Structural Sheathing to the top chord as the trusses are being S Use instaladores que tienen experlencia en lnstalar trusses ms que Installed. 60 pies de vano. Aplique el Entablado Estructural a la cuerda superior mientras los Ensure that the walls and supporting structure are stable and ad- trusses ester, instalados. equately restrained and braced. Q Install all Permanent Building Stability Bracing immediately. Asegure que las paredes y la estructura soportante son estables y Instate todo el Arriostre de Estabilidad Permanente de adecuadamente restringidos y arriostrados. Construction inmediatamente. . . . - . .• . FIELD ASSEMBLY AND OTHER SPECIAL CONDITIONS VALLEY SET FRAME INSTALLATION MONTAJE DE CAMPO Y OTROS CONDICIONES ESPECIALES INSTALLACION DE ARMAZ6N DE CONJUNTO DE VALLE Certain sizes or shapes of wood trusses require some assembly at the Q The top chords of the supporting trusses must be braced properly. jobsite. For these trusses, refer to the Truss Design Drawings for specific This can be accomplished by attaching Structural Sheathing or with instructions on assembly methods, unless the Construction Documents rows of Lateral Restraint, spaced no more than the maximum on indicate otherwise. center spacing specified on the Truss Design Drawing, and Diagonal ' Ciertos tamafios o formas de trusses de madera requieren algun montaje Bracing. en la obra. Para estos trusses, refiera a los Dibujos del Diseno de Truss Las cuerdas supenores de los trusses de soporte tienen que ser para instrucciones especificas sobre metodos de montaje, a menos que los arnostrados apropiadamente. Esto puede ser hecho por sujetar el Documentos de la Construcoon indiquen de to contrario. Entablado Estructural o con hlas de Restnccion Lateral, espaciados no mas que el maximo en el espaciamiento del centro que es espe- The Contractor is responsible for proper field assembly. cnccado en el Dibujo del Disefib de Truss, y Arriostre Diagonal. El Contratista es responsable para el montaje de campo apropiado. PIGGYBACK TRUSSES ; TRUSSES DE PIGGYBACK a;;, Q The supporting trusses shall be completely installed with all Per- manent Building Stability Bracing as required BEFORE installing the Valley Sets and Over - Framing supported trusses. Los trusses soportantes seran cornpletamente instalados con todo This document applies to all 2x_ oriented sloped and flat chord el Arriostre de Estabilidad Permanente de Construccion como se trusses such as: requiere ANTES de instalar los trusses soportados. Supported Este documento aplica a todos trusses de cuerda pendiente y . 0 ,' or cap planas de 2x orientaci6n tales como: . iii �i� , ''l ,, r , trusses z %��. o _ _ Some truss bracing 1 , ,, —. ` �" G and lateral restraint not I _ ��-��=`- shown for clarity __-� = v� Gambrel Truss Mono Truss Supporting or base trusses / \ WARNING! Adequately restrain and brace the flat portion of the �- supporting trusses to prevent buckling. Scissor Truss Flat Truss ® For more information on how to permanently laterally restrain and For parallel chord trusses manufactured with 3x2 or 4x2 diagonally brace piggyback truss systems refer to BCSI B3."" lumber, see BCSI -B7 Summary Sheet — Temporary & Permanent Para mas rnformacion sobre como restringir lateralmente perma- netamente y arnostrar diagonalmente sistemas de trusses de pig- Restraint /Bracing for Parallel Chord Trussed. "' gyback rehere al BCSI- B3.' "" Para trusses de cuerdas paralelas fabricados con madera 3x2 o 4x2, Resumen $CSI -87 — Restricci6n /Arriostre Temporal y FIELD SPLICED TRUSSES Permanente Para Trusses de Cuerdas Paralela,F."" TRUSSES EMPALMADOS EN CAMPO ® Splicing can be performed on the ground before installation or the truss sections can be supported by temporary shoring after being hoisted into place and the splices installed from a safe working surface. Empalmando puede ser hecho en la tierra antes de la instalacron o �� I ��% las secciones de trusses pueden ser soportados por "shoring" tem poral despues de que sean levantados en lugar y los empalmes son instalados de una superficie de trabajo segura. Nom For trusses spaced more than 2' -0" on center, see j3CSI -B10 1 \Q \\\ in / I/I I// Summary Sheet — Post Frame Truss Installation & Temporary Restraint /Bracing."' • Para trusses espaciados mas de 2 pies en el centro, yea el a Resumen $CSI -810 — Instalaci6n y Restricci6n /Arriostre Field Spliced Trusses Temporal de Armazon de Poste, "' "'Contact the component manufacturer for more information or consult a Professional Engineer for assistance. This document summarizes the information provided in Section B2 of the 2006 Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copynght © 2004 - 2007 WTCA — Representing the Structural Building Components Industry and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the wntten permission of the publishers. Printed in the united States of Amenca. Z. —Aiet— M. 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