Loading...
REV-17-1946BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF CONTRACTOR JOB ADDRESS: 150 NE 108th Street City: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 RECEIVED JUL 31 1AA A FBC 201,yt Master Permit No. 124' Sub Permit No.'F'F�N/ " 141ys0 ❑ EXTENSION El RENEWAL ❑ CANCELLATION SHOP DRAWINGS Miami Shores County: Folio/Parcel#:1121-3601-00040 Occupancy Type: Load: Construction Type: Miami Dade Zip: Is the Building Historically Designated: Yes Flood Zone: OWNER: Name (Fee Simple Titleholder): Emily M. Bradfute and Jeffrey M. Kolokoff Address: 150 NE 108th Street BFE: NO X FFE: Phone#: 786.837.3333 City: Miami Shores State: FL zip: 33161 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Or On ► (In Address: 114040 NW (o Co,A.e. fi City: N. MI Aron i Qualifier Name: Orlando Tt l►t State Certification or Registration #: 11.51 u54 Certificate of Competency #: State: FL Phone#: 3oS• (c$5 .pN 12- zip:'381(0� DESIGNER: Architect/Engineer: Address: Value of Work for this Permit: $ Phone#: 305 • Gig • 04 12 Phone#: Type of Work: ❑ Addition ❑ Alteration Description of Work: City: State: 'bM+.:: tY4e,t .{' 'HL-Yr..Mi.M.wa•ey.rysµW ::i.ti.ai� SquarefLinear _,00tage'of Work ❑ Ne r❑ Repair/Replace Zip: Demolition Specify color of 'color thru tile;: Submittal Fee,$ ot?;•:,;° 'Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ Signature CONTRACTOR The forego instrument was acknowledged before me this The foregoing instrument was acknowledged' before me this of i,"ia)1►`)ri Bonding Company's Name (if applicable) n;^ ;fit; BondingiCompany's Address City State Zip , Mortgage Lenders Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD. A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building pen -nit is issued. In the absence of such posted notice, the inspection will not be approved and.a reinspection fee will be charged. Signatur 1.'OWNER AGENT IV' day of i-401 . , 20 1l , by &It/N. 66404e* N- 61.14.who%i's personally known to me or who has produced identificion and who NOT 1R IC: Sign: Print: Seal: as n oa . DB.IANECYRIAQUE MY COMMISSIONS FF 908521 EXPlRE0: May 7, 2020 Bonded lin Notary Public Underwft s 31 j' day'of 'J�� , 20 1'i , by Ov hard o _ k ias , who is personally known to me or who has produced DL ov► as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: . Commission # FF942611 •• g Expires: December 9, 2019 -.?ATV Bonded thru Aaron Notary ************************************************************************************************************ APPROVED BY (Revised02/24/2014) Plans Examiner Zoning Structural Review Clerk Royal Truss Site Information: Project CustomerKOLOKOFF & BRADFUTE Site Address:150 NE 108 ST. MIAMI SHORES St: FL. Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: 7.63 Jul 9 2015 Roof Load: 55.0 psf Floor Load: N/A Royal Truss Manufacturing 5075 NW 79th Ave. Dora!, FL 33166 Tel: (305) 822-0020 Fax: (305) 851-5860 RECEIVED All al 2017 Wind Code: Wind Speed: 175 mph This package includes 26 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional EngineersPsIt No. Date Truss ID# Seal# 1 07/28/17 CJ9 A0043790 2 07/28/17 GR1 A0043791 3 07/28/17...H1 A0043792 4 07/28/17 H2 A0043793 5 07/02/17 H3 A0043794 6 07/02/17 H4 A0043795 7 07/02/17 H5 A0043796 8 07/02/17 H6 A0043797 . 9 07/02/17 J1 A0043798 10 07/28/17 J3 A0043799 11 07/02/17 J5 A0043800 12 07/02/17 J7 ' A0043801 13 07/02/17 M1 A0043802 14 07/02/17 T1 A0043803 15 07/02/17 T1A A0043804 16 07/02/17 T2 A0043805 17 07/02/17 T2X A0043806 18 07/02/17 V12 A0043807 19 07/02/17 V16 A0043808 20 07/02/17 V2 A 0043809 21 07/02/17 V20 A0043810 22 07/02/17 V24 A0043811 23 07/02/17 V28 A0043812 No. Date Truss ID# Seal# 24 07/02/17 V4 A0043813 25 07/02/17 V4A . A0043814 26 07/02/17 V6 A0043815 jsTRSTRUCTURAL REVIE I APPROVE() he truss drawing(s) referenced above have been prepared by MiTek industries, Inc. under my direct supervision based on the parameters provided by Royal Truss Manufacturing, ' Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Page 1 of 1 Job Truss Truss Type Qty Ply - A0043790 4-11-17 CJ9 ROOF TRUSS 3 1 Job Reference (optional) N N 2-9-3 2-9-3 2 4x8 11 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:50 2017 Page 1 ID: HP54Qd39ScLU4fkS3vtBAoz08jI-UtBg WLOD_SM E2P50on6QwpjTKhainghzPpz 1 _HytZnZ 6-2-4 9-10-13 3-5-1 3-8-9 2.30 riT T1 10 3 3x4 W3 4 3x4 I 4 5 W5 Scale = 1:18.3 B1 3x4 = 9 2-3-9 1293 2-3-9 0-5-11 Plate Offsets (X,Y)--[2:0-3-0,0-2-0], [4:0-2-4,0-1-8], [7:0-3-0,0-2-12] LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.35 BC 0.30 WB 0.19 (Matrix) 6-2-4 3-5-1 4x4 = DEFL. in (loc) . I/defl Vert(LL) -0.02 8 >999 Vert(TL) -0.04 7-8 >999 Horz(TL) 0.01 7 n/a 9-10-13 3-8-9 L/d 240 180 n/a 5x6=6 PLATES GRIP MT20 244/190 Weight: 44 Ib FT = 0%• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4. SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS (Ib/size) 7=736/Mechanical, 9=595/0-11-5 (min. 0-1-8) Max Horz 9=216(LC 5) Max Uplift7=-610(LC 5), 9=-677(LC 4) BRACING - TOP CHORD BOT CHORD - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-572/65, 2-10=-914/420, 3-10=-858/422, 4-7=-352/438 1-9=-57/557, 8-9=-57/354, 7-8=-611 /873 2-9=-518/480, 2-8=-760/853, 3-7=-833/563 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-3, Interior(1) 2-9-3 to 9-10-13; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610 Ib uplift at joint 7 and 677 Ib uplift at joint 9. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard " 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 JUL. 14 2017 kido Man • �M T3&q�14% .441012 )F tia 39t$ vocE ttiaticia lf1. Job • Truss Truss Type Qty Ply A0043790 4-11-17 CJ9 ROOF TRUSS 3 1 Job Reference (optional) ti 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:50 2017 Page 2 I D: H P54Qd 39ScLU4fkS3vtBAoz08j1-UtBg WLOD_SM E2P5Oon6QwpjTKhaing hzPpz 1 _HytZnZ LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 1=0(F=45, B=45)-to-4=-217(F=-63, B=-63), 4=-157(F=-63, B=-63)-to-5=-163(F=-66, B=-66), 1=0(F=10, B=10)-to-6=-49(F=-15, B=-15) JUL. 14 2017 • 1210 SA Ina MatiiitAg Job • Truss Truss Type [Qty Ply 1 A0043791 4-11-17 GR1 ROOF TRUSS 11 1 2 Job Reference (optional) FORCES. (Ib) TOP CHORD BOT CHORD WEBS 0 3x4 4x6 = 3-11-12 3-11-12 3.25 12 3x10 II 2x4 = 210 7-0-0 3-0-4 4x8 = 3 4x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:51 2017 Page 1 I D: H P54Qd39ScLU4fkS3vtBAoz08jl-y413jg 1 rlmU5gZgaLUdfS 1 FVj4oE W9S7eTja WjytZnY 12-6-0 15-6-4 19-6-0 5-6 0 3-0-4 3-11-12 8 5x6 = 4x4 4 4x8 = 1-8-0 ?,-0-p 7-0-0 I 12-6-0 1-8-0 d-4-b 5-0-0 5-6-0 Plate Offsets (X,Y)-- [1:0-0-8,Edge], [1:1-0-7,0-1-2], [3:0-5-4,0-2-0], [6:0-11-11,0-0-14], [6:0-0-8,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.95 BC 0.79 WB 0.10 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2, Right: 2x4 SP Nu.2 in 0.17 -0.37. 0.07 (loc) 7-9 7-9 6 I/defl >999 >619 n/a 2x4 17-6-0 5-0-0 L/d 240 180 n/a Scale = 1:33.6 4x6 = 6 I� 0 3x10 II 17-1 Q-0 19-6-0 d-4-b 1-8-0 PLATES GRIP MT20 244/190 Weight: 202 Ib FT = 0%.' BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=2066/0-8-0 (min. 0-1-8), 6=2066/0-8-0 (min. 0-1-8) Max Horz 1=23(LC 4) Max Upliftl=-1258(LC 4), 6=-1258(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-10=-6520/3968, 2-10=-6446/3968, 2-3=-6373/3894, 3-4=-6190/3818, 4-5=-6347/3876, 5-11=-6431 /3959, 6-11=-6505/3959 1-9=-3774/6209, 8-9=-3714/6217, 7-8=-3714/6217, 6-7=-3743/6196 2-9=-82/307, 3-9=-425/913, 4-7=-410/903, 5-7=-95/295 Structural wood sheathing directly applied or 4-9-2 oc purlins. Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise • indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 19-2-0; cantilever left and right exposed ; • Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1238 and 1258 Ib uplift at joint 6. Continued on page 2 JUL. 14 2017 e4.14C): Vciftalt C iM • } T. A . ONO rout nil TifMttlalitniik AM Job . Truss Truss Type Qty Ply A0043791 4-11-17 GR1 ROOF TRUSS 1 2 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:51 2017 Page 2 ID:HP54Qd39ScLU4fkS3vtBAoz08jl-y413jg 1 rlmU5gZgaLUdfS1 FVj4oEW9S7eTjaWjytZnY NOTES- 9) Girder carries hip end with 7-0-0 end setback. .10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 Ib down and 485 Ib up at 12-6-0, and 706 Ib down and 485 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-188(F=-97), 4-6=-90, 1-9=-20, 7-9=-42(F=-22), 6-7=-20 Concentrated Loads (Ib) Vert: 9=-706(F) 7=-706(F) JUL. 14 2017 CM. IMat • N�q�til�t.tLfiS��.645�lt,{} 4�l �ry�� t� 71d{{N s',W�,plsth fM�i�t`A#..+S.TilatiTpttOlV{!lyfci Fht7 Job • Truss Truss Type Qty Ply A0043792 4-11-17 H1 ROOF TRUSS 1 1 Job Reference (optional) 2-0-0 2-0-0 11 3x5 II 3.25 12 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:51 2017 Page 1 ID: HP54Qd39ScLU4fkS3vtBAoz08jl-y413jg 1 rImU5gZgaLUdfS 1 FYa4tM W417eTjaWjytZnY 9-0-0 i 10-6-0 i 17-6-0 • 19-6-0 i 7-0-0 1-6-0 7-0-0 2-0-0 3x4 = 1-8-0 0-Q 9-0-0 10-6-0 1-8-0 0-4-0 7-0-0 1-6-0 17-6-0 7-0-0 13 4x8 // 5 Scale = 1:32.8 3x4 = 17-1Q-0 19-6-0 d-4-b 1-8-0 m N Plate Offsets (X,Y)-- [3:0-5-4,0-2-0], [4:0-1-12,0-2-0],[5:0-1-12,0-1-12],111:0-3-0,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.47 WB 0.44 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) - 0.06 9-11 - 0.17 9-11 0.02 7 I/defl >999 >999 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 91 Ib FT = 0%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4.SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 11=1073/0-8-0 (min. 0-1-8), 7=1073/0-8-0 (min. 0-1-8) Max Horz 11=23(LC 4) Max Upliftl 1=-750(LC 4), 7=-750(LC 5) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-418/0, 2-12=-1455/507, 3-12=-1363/524, 3-4=-1316/548, 4-13=-1363/523, 5-13=-1455/507, 5-6=-417/0 1-11=0/437, 10-11=0/437, 9-10=0/437, 8-9=-381 /1316, 7-8=0/437, 6-7=0/437 2-11=-966/725, 2-9=-496/881, 5-8=-492/882, 5-7=-966/724 Structural wood sheathing directly applied or 3-2-6 oc purlins. Rigid ceiling directly applied or 9-3-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-6-0; cantilever left and rightexposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 750 Ib uplift at joint 11 and 750 Ib uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. JUG.1.tL0I1 LOAD CASE(S) Standard • =MUM Pew MINIM • TZ2 4 aktoiee Job Truss Truss Type Qty PIy A0043793 4-11-17 H2 ROOF TRUSS 1 Job Reference (optional) 2-0-0 2-0-0 3.25 12 6x8 \\ 2; 22 01 off/ 3x4 = 21 7-0-0 5-0-0 B1 1 5x8 = 10-6-0 3-6-0 2x4 II 4' 3 20 4x6 = 14-0-0 3-6-0 3x8 = 5 T7 3 71-1 18 6x12 MT2OHS= 3x8 = 2x4 I I 19 17 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:51 2017 Page 1 ID:HP54Qd39ScLU4fkS3vtBAoz08j1-y413jg1 rlmU5gZgaLUdfS1 FWY4svW0Z7eTjaWjytZnY 19-7-0 23-1-0 26-7-0. 31-7-0 - 33-7-0 5-7-0 3-6-0 3-6-0 5-0-0 2-0-0 B2 2x4 I I 4x4 = 6 7 W rn 3x8 = T4 3 16 15 14 3x8 = 6x6 = 2x4 II 1-6-0 2 0 7-0-0 10-6-014-0-0 19-7-0 23-1-0 1-8-0 olalo 5-0-0 I 3-6-0 3-6-0 I 5-7-0 I 3-6-0 Plate Offsets (X,Y)-- [2:0-2-8,0-3-0], [3:0-5-4,0-2-8], [6:0-2-0,Edge], [10:0-2-12,0-2-4], [20:0-3-0,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.89 BC 0.56 WB 0.67 (Matrix) 26-7-0 3-6-0 DEFL. in (loc) I/defl Vert(LL) 0.6016-17 >594 Vert(TL) -1.1216-17 >317 Horz(TL) 0.12 12 n/a 4x4 = 9 13 4x8 = 1 Ud 240 180 n/a Scale = 1:56.6 5x8 // 23 10 1 2 3x4 = 33-7-0 31-7-0 31 1 5-0-0 014 0-0 1-8-0 PLATES MT20 MT2OHS GRIP 244/190 187/143 Iv 0 Weight: 373 Ib FT = 0%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP SS WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD 1 BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 21=3701/0-8-0 (min. 0-2-3), 12=2661/0-8-0 (min. 0-1-9) Max Horz 21=-21(LC 5) Max Uplift2l=-2334(LC 4), 12=-1637(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-2095/1036, 2-22=-8670/4970, 3-22=-8597/4982, 3-4=-11776/6882, 4-5=-11776/6882, 5-6=-11209/6317, 6-7=-11209/6317, 7-8=-11209/6317, 8-9=-5613/3032, 9-23=-5721/3063, 10-23=-5792/3051, 10-11=-1446/595 1-21=-1015/2054, 20-21=-995/2054, 19-20=-4692/8290, 18-19=-7897/13801, 17-18=-7897/13801, 16-17=-7897/13801, 15-16=-4834/8936, 14-15=-4834/8936, 13-14=-4834/8936, 12-13=-584/1419, 11-12=-584/1419 2-21=-2889/1825, 2-20=-3743/6272, 3-19=-2331/4005, 4-19=-653/438, 5-19=-2329/1296, 5-17=-746/1313, 5-16=-2790/1803, 7-16=-404/289, 8-16=-1542/2623, 8-14=-135/328, 8-13=-3846/2208, 9-13=-580/1236, 10-13=-2312/4121, 10-12=-2062/1275 Structural wood sheathing directly applied or 2-8-10 oc purlins. Rigid ceiling directly applied or 6-5-14 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-3-0 oc, Except member 20-2 2x4 - 1 row at 0-9-0 oc, member 20-3 2x4 - 1 row at 0-9-0 oc, member 19-3 2x4 - 1 row at 0-9-0 oc, member 4-19 2x4 - 1 row at 0-9-0 oc, member 19-5 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4 - 1 row at 0-9-0 oc, member 16-5 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 16-8 2x4 - 1 i'ow at 0-9-0 oc, member 8-14 2x4 - 1 row at 0-9-0 oc, member 13-8 2x4 - 1 row at 0-9-0 oc, member 13-9 2x4 - 1 row at 0-9-0 oc, member 13-10 2x4 - 1 row at 0-9-0 oc, member 10-12 2x4 - 1 row ajuL 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) fac section. PIy to ply connections have been provided to distribute only loads noted as (F) or (B), indicated. 3) Unbalanced roof live loads have been considered for this design. Continued on page 2 . 4 2017 =NNW AM Ci • 101.%.aeon Job Truss Truss Type Qty Ply A0043793 4-11-17 H2 ROOF TRUSS 1 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:51 2017 Page 2 ID: HP54Qd39ScLU4fkS3vtBAoz08jl-y413jg 1 rlmU5gZgaLUdfS 1 F WY4svW0Z7eTja WjytZnY NOTES- 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 33-7-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2334 Ib uplift at joint 21 and 1637 Ib uplift at joint 12. 10) "Semi-rigid'pitchbreaks with fixed. heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 736 Ib down and 493 Ib up at 7-0-0, and 1101 Ib down and 737 lb up at 14-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-188(F=-98), 5-9=-90, 9-11=-90, 1-20=-20, 17-20=-42(F=-22), 11-17=-20 Concentrated Loads (Ib) Vert: 20=-736(F) 17=-1101(F) JUL. 14 2017 ©FWD. ?ooffo. Pt32A .attmliz Job' Truss Truss Type 1Oty Ply A0043794 4-11-17 H3 ROOF TRUSS 1 1 Job Reference (optional) 1 2-0-0 I 2-0-0 6x8 \\ 3x4 = 21 5-6-0 3-6-0 3.25 12 2 22 4x8 3 9-0-0 3-6-0 4x8 = 4 20 3x4 = 12-11-10 3-11-10 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:52 2017 Page 1 I D: HP54Qd39ScLU4fkS3vtBAoz08jl-QGJ Rx02T W3cyljEnvC9u?EomOU8OF PCGt7S739ytZnX 16-9-8 20-7-6 24-7-0 I 28-1-0 I 31-7-0 33-7-0 3-9-14 3-9-14 3-11-10 3-6-0 3-6-0 2-0-0 2x4 II 3x8 = 3x4 = 2x4 II 5 4 T2 19 18 4x4 = 3x8 = 6 7 8 17 2x4 II 101 1-0 2 0 9-0-0 12-11-10 16-9-8 20-7-6 1-88 -0 0-4-0 7-0-0 3-11-10 3-9-14 I 3-9-14 Plate Offsets (X,Y)--[2:0-5-8,0-3-0], [4:0-5-4,0-2-0], [9:0-5-4,0-2-0], [11:0-5-8,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. _ TC 0.50 BC 0.80 WB 0:83 (Matrix) T3 11 16 15 3x8 = 4x4 = 24-7-0 3-11-10 4x8 = 9 14 3x4 = DEFL. in (loc) I/defl Vert(LL) -0.37 17 >962 Vert(TL) -0.83 17 >429 Horz(TL) 0.20 13 n/a Ud 240 180 n/a 4x8 10 31-7-0 7-0-0 23 6x8 // 11 Scale = 1:57.5 12 13 3x4 = 33-7-0 31 17-0 of4 0 1-8-0 I PLATES GRIP MT20 244/190 O 0 Weight: 166 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 21=1847/0-8-0 (min. 0-2-3), 13=1847/0-8-0 (min. 0-2-3) Max Horz21=-23(LC 5) Max Uplift2l=-917(LC 4), 13=-917(LC 5) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3-4=-3623/1707, 4-5=-4469/2188, 5-6=-4469/2188, 6-7=-4469/2188, 7-8=-4469/2188, 8-9=-4469/2188, 9-10=-3623/1707 20-21=-1392/3053, 19-20=-1500/3463, 18-19=-1500/3463, 17-18=-2174/4798, 16-17=-2174/4798, 15-16=-1507/3463, 14-15=-1507/3463, 13-14=-1408/3053 2-21=-361 /303, 3-21=-3238/1625, 3-20=-122/609, 4-18=-613/1281, 5-18=-365/253, 6-18=-474/183, 6-16=-474/183, 8-16=-365/253, 9-16=-613/1281, 10-14=-122/609, 10-13=-3238/1626, 11-13=-361/303 Structural wood sheathing directly applied or 2-4-15 oc purlins. Rigid ceiling directly applied or 4-9-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0pst; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 33-7-0; Lumber DOL=1.60 plate grip • DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 19, 15. 5) Plate(s) at joint(s) 1, 4, 7, 9, 12, 2, 3, 20, 18, 5, 17, 6, 8, 16, 14, 10 and 11 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 19 and 15 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any oth 8) Provide mechanical connection (uy others) of truss to bearing plate capable of withstanding 91 and 917 Ib uplift at joint 13. &agiddigifijAWIreaks with fixed heels" Member end fixity model was used in the analysis and r live.loa d JUL. 14 2017 toss. canie.. 1ST`[, • uf;.•430)262a .• ear gano Job Truss Truss Type Qty Ply A0043794 4-11-17 H3 ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28.11:02:52 2017 Page 2 I D: H P54Qd 39ScLU4fkS3vtBAoz08jl-QGJRx02TW3cyljEnvC9u?EomOU8OF PCGt7S739ytZnX JUL. 14 2017 Oder. .CCAMTIZEMEAPA CK I Mat• Ft . *MOD 1210 sa IA TOW.Mai,t1: 4M20 'i 1..•-i4V262 Mar fRO i t242 Z644 Job Truss Truss Type Qty Ply A0043795 4-11-17 H4 ROOF TRUSS 1 1 Job Reference (optional) 2-0-0 2-0-0 5x8 \\ 2 17 0 1 vI 0 3x4 = 16 6-6-0 4-6-0 3.25 12 4x6 3 11-0-0 4-6-0 4x8 = 4 4 15 14 4x4 = 3x4 = 16-9-8 5-9-8 2x4 II 5 _7 W4 13 3x8 = 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:52 2017 Page 1 I D: HP54Qd39ScLU4fkS3vtBAoz08jl-QGJRx02TW3cy IjEnvC9u?EogV U 5RFVyGt7S739ytZnX 22-7-0 - 27-1-0 . 31-7-0 ' 33-7-0 5-9-8 4-6-0 4-6-0 2-0-0 4x8 = 6 W 12 11 3x4 = 4x4 = 4x6 7 1-8-0 2 0 0 11-0-0 16-9-8 22-7-0 31-7-0 1-8-0 OI4-0 9-0-0 5-9-8 I 5-9-8 9-0-0 Plate Offsets (X,Y)--[2:0-5-8,0-2-8], [3:0-2-12,0-2-0], [4:0-5-4,0-2-0], [6:0-5-4,0-2-0], [7:0-2-12,0-2-0], [8:0-5-8,0-2-8] LOADING (psf) TCLL 30.0 TCDL 15.0 . BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.88 BC 0.99 WB 0.46 (Matrix) DEFL. in (loc) . I/defl Vert(LL) -0.31 13 >999 Vert(TL) -0.70 13 >510 Horz(TL) 0.20 10 n/a Ud 240 180 n/a 18 5x8 8 Scale = 1:57.5 9 10 3x4 = 33-7-0 3111� 0 0-4-0 1-8-0 PLATES GRIP MT20 244/190 0 Iv 0 Weight: 161 Ib FT = 0%. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD WEBS (Ib/size) 16=1847/0-8-0 (min. 0-2-3), 10=1847/0-8-0 (min. 0-2-3) Max Horz 16=-23(LC 5) Max Upliftl6=-903(LC 4), 10=-903(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. 1-2=-365/0, 2-17=-379/44, 3-17=-359/54, 3-4=-3540/1634, 4-5=-4007/1966, 5-6=-4007/1966, 6-7=-3540/1634, 7-1-8=-359/54, 8-18=-379/44, 8-9=-365/0 1-16=0/346, 15-16=-1488/3299, 14-15=-1406/3370. 13-14=-1406/3370, 12-13=-1410/3370, 11-12=-1410/3370, 10-11=-1500/3299, 9-10=0/346 2-16=-400/347, 3-16=-3294/1693, 3-15=0/365, 4-15=0/259, 4-13=-405/898, 5-13=-584/408, 6-13=-405/898, 6-11=0/259, 7-11=0/365, 7-10=-3294/1693, 8-10=-400/347 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-16, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced' roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 33-7-0; Lumber DOL=1.60 plate grip • DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about -its center. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 903 Ib uplift at joint 16 JUL 1. 4 2017 and 903 Ib uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis ano lien of this truss �i MAIM. MIAOW 1f&i9 3sibimminf. i 1DA3t i vio)262 Aar fAh pa) apt LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0043796 4-11-17 H5 ROOF TRUSS 1 1 Job Reference (optional) 2-0-0 2-0-0 0 3x4 = 17 1-8-0 210 1-8-0 04010 7-6-0 5-6-0 3.25 F1T 7-6-0 5-6-0 3x4 3 13-0-0 5-6-0 1 4x4 = 16-9-8 3-9-8 3x4 = 4 6 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28.11:02:53 2017 Page 1 I D: HP54Qd39ScLU4fkS3vtBAoz08jl-uStp8M36HNkpvtpzTvg7YSLrpuT 1 _uzQ6nCh bbytZn W 20-7-0 I 26-1-0 . I 31-7-0 33-7-0 i 3-9-8 5-6-0 5-6-0 2-0-0 16 15 14 5x6 = • 13-0-0 5-6-0 4x4 = 3x8 = 20-7-0 7-7-0 4x4 = 13 12 3x8 = 4x4 = 26-1-0 5-6-0 3x4 7 11 5x6 = 31-7-0 5-6-0 19 6x8 // 8 10 Scale = 1:57.5 3x4 = 33-7-0 31- 0114100 1-8-0 O Iq 0 v 0 Plate Offsets (X,Y)-- [2:0-1-12,0-3-0], [8:0-1-12,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip COL 1.33 TC 0.84 Vert(LL) -0.26 14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(TL) -0.67 13-14 >533 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 164 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 17=1847/0-8-0 (min. 0-2-3), 10=1847/0-8-0 (min. 0-2-3) Max Horz 17=-23(LC 5) Max Upliftl7=-889(LC 4), 10=-890(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-316/132, 2-18=-3688/1626, 3-18=-3621/1639, 3-4=-3321/1525, 4-5=-3157/1516, 5-6=-3157/1516, 6-7=-3321/1525, 7-19=-3621/1639, 8-19=-3688/1626, 8-9=-316/131 1-17=-128/316, 16-17=-105/316, 15-16=-1477/3495, 14-15=-1477/3495, 13-14=-1400/3324, 12-13=-1487/3495, 11-12=-1487/3495, 10-11=-126/316, 9-10=-126/316 2-17=-1674/902, 2-16=-1403/3196, 3-16=-274/222, 3-14=-442/228 4-14=-135/444, 5-14=-431/172, 5-13=-431/172, 6-13=-135/444, 7-13=-442/228, 7-11=-274/222, 8-11=-1401/3196, 8-10=-1674/901 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-9-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 33-7-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line atjoint(s) 15, 12. ��L. 4 2017 5) Plate(s) at joint(s) 1, 4, 6, 9, 2, 16, 3, 14, 5, 13, 7, 11 and 8 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 and 12 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 CorS1 u %0o 2t joint 10. atido: bra. CIA 112709 IAieort11. io no • �•.f3 )eb8 mx, ea n$4614 Job' Truss Truss Type Qty Ply A0043796 4-11-17 H5 ROOF TRUSS 1 1 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:53 2017 Page 2 I D: HP54Qd39ScLU4fkS3vtBAoz08jl-uStp8M 36H N kpvtpzTvg7YSLrpuT 1 _uzQ6nCh bbytZn W NOTES- 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 arileatti NM PA. 22$.00011 Artasousstt Wattnii.Riag Job Truss Truss Type Qty Ply A0043797 4-11-17 H6 ROOF TRUSS 1 1 Job Reference (optional) 2-0.0 I 2-0-0 I 1802IOI0 1-8-0 0-4-0 8-6-0 6-6-0 5x6 = 15-0-0 6-6-0 3.25 FIT 5x6 WB= 4x8 3x4 = 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:53 2017 Page 1 ID: HP54Qd39ScLU4fkS3vtBAoz08jl-uStp8M 36H NkpvtpzTvg7YSLtxuTG_gFQ6nCh bbytZn W 18-7-0 s6-0 { 31-7-0 12-00 4x4 = 3x8 8-6-0 15-0-0 18-7-0 6-6-0 6-6-0 3-7-0 5x6 WB= 25-1-0 6-6-0 5x6 31-7-0 6-6-0 Scale = 1:58.7 33-7-0 3101411 1I10 I 0 4-0 1-8-0 O 0 N Plate Offsets (X,Y)-- [2:0-1-12,0-3-0], [5:0-5-4,0-2-0], [6:0-1-12,0-2-0], [9:0-1-12,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0... BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.71 BC 0.89 WB 0.97 (Matrix) DEFL. in (loc) I/defl Vert(LL)-0.2615-17 >999 Vert(TL)-0.6415-17 >558 Horz(TL) 0.13 11 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 168 Ib FT = 0%' LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS 2x4 SP No.2 *Except* T2: 2x4 SP M 30 2x4 SP No.2 2x4 SP No.2 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD (Ib/size) 18=1847/0-8-0 (min. 0-2-3), 11=1847/0-8-0 (min. 0-2-3) Max Horz18=-23(LC 5) Max Upliftl8=-876(LC 4), 11=-876(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-438/187, 2-19=-3769/1615, 3-19=-3691/1630, 3-4=-3058/1372, 4-5=-2975/1387, 5-6=-2884/1387, 6-7=-2976/1387, 7-8=-3059/1372, 8-20=-3691/1630, 9-20=-3769/1615, 9-10=-438/186 1-18=-189/444, 17-18=-166/444, 16-17=-1461/3563, 15-16=-1461/3563, 14-15=-1114/2883, 13-14=-1469/3563, 12-13=-1469/3563, 11-12=-187/444, 10-11=-187/444 2-18=-1679/908, 2-17=-1322/3131, 3-15=-810/379, 5-15=-84/376, 5-14=-248/250, 6-14=-84/357, 8-14=-809/379, 9-12=-1321/3131, 9-11=-1679/907 Structural wood sheathing directly applied or 2-5-1 oc purlins. Rigid ceiling directly applied or 4-9-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 33-7-0; Lumber DOL=1.60 DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or min= 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live to 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 and 876 Ib uplift at joint 11. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis an• d LOAD CASE(S) Standard h=15ft; Cat_. II; plate grip ads. JUL. 14 2017 �►JS:wt teem, Job Truss Truss Type Qty Ply A0043798 4-11-17 J1 ROOF TRUSS 6 1 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:53 2017 Page 1 I D:H P54Qd39ScLU4fkS3vtBAoz08jl-uStp8M36H N kpvtpzTvg7YSL0mueo_3SQ6nCh bbytZn W 1-1-8 1-1-8 3.25 12 Ti B1 2 is 3x4 = 0-11-8 0-11-8 1-1-8 0-2-0 Scale = 1:5.9 Plate Offsets (X,Y)-- [1:0-5-0,0-0-2] LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.14 BC 0.15 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 1 >999 240 Vert(TL) -0.00 1-3 >999 180 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 4 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=60/0-1-8 (min. 0-1-8), 1=60/0-1-8 (min. 071-8), 3=62/Mechanical Max Horz 1=51(LC 4) Max Upliftl=-62(LC 4), 3=-82(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-1-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or mines 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 Ib uplift at joint 1 and 82 Ib uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 1. 4 2017 CIAIROAK.•. Job Truss Truss Type city Ply A0043799 4-11-17 J3 ROOF TRUSS 6 1 Job Reference (optional) 1 7 630 s Jul 9 2015 MiTek Industries, Inc. Fn Jul 28 11:02:54 2017 Page 1 ID:HP54Qd39ScLU4fkS3vtBAoz08jl-MfQBMi4k2htgX 1 O91 dBM4ft8dIwEjV4ZKRxE72ytZnV 3-0-0 3-0-0 325112 3 VYY 3x4 = 2-4-0 3x10 II 4 3-0-0 2-4-0 0-8-0 Scale = 1:8.4 Plate Offsets (X,Y)-- [5:0-5-5,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.33 WB 0.10 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.00 5 >999 240 Vert(TL) 0.00 4-5 >999 180 Horz(TL) 0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 10 Ib FT = 0%.' LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHORD, 2x4.SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=-155/Mechanical, 4=-105/Mechanical, 5=557/0-8-0 (min. 0-1-8) Max Horz 5=97(LC 4) Max Uplift3=-155(LC 1), 4=-105(LC 1), 5=-1029(LC 4) Max Grav3=276(LC 4), 4=238(LC 4), 5=557(LC 1) • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or iess except when shown. WEBS 2-5=-367/595 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.opsf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at -joint 3, 105 Ib uplift at joint 4 and 1029 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 CAMS. Ord. %, I5 Job Truss Truss Type Qty Ply A0043800 4-11-17 J5 ROOF TRUSS 6 1 Job Reference (optional) 1 2-0-0 1 6 3x4 = 2-0-0 1-8-0 2 1 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:54 2017 Page 1 ID:HP54Qd39ScLU4fkS3vtBAoz08jl-MfQBMi4k2htgX 1091 dBM4ftArIzTjVfZKRxE72ytZnV 5-0-0 W1 3.25 12 T1 7 3-0-0 3 3x6 II 5 1-8-0 1 B1 5-0-0 4 VVVI x/OK 3-4-0 1 Scale= 1:11.1 Plate Offsets (X,Y)-- [5:0-1-9,0-0-4j LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2014/TPI2007 CSI. TC 0.25 BC 0.18 WB 0.07 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 4-5 >999 240 Vert(TL) 0.01 4-5 >999 180 Horz(TL) -0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 16 Ib FT = 0%: • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4.SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 3=70/Mechanical, 4=-2/Mechanical, 5=449/0-8-0 (min. 0-1-8) Max Horz5=159(LC 5) Max Uplift3=-132(LC 5), 4=-2(LC 1), 5=-379(LC 4) Max Grav3=70(LC 1), 4=31(LC 3), 5=449(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-327/383 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 3, 2 Ib uplift at joint 4 and 379 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 . CalEMNSEA I 22/4 . i.•.t )26a $22$. ?A» M244 614 Job Truss Truss Type I Qty Ply A0043801 4-11-17 J7 ROOF TRUSS 8 1 Job Reference (optional) 1 O 0 2-0-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:54 2017 Page 1 I D: H P54Qd39ScLU4fkS3vtBAoz08jl-MfQ BMi4k2htgX 1091 dBM4ft6_IyZjV WZKRxE72ytZnV 7-0-0 2-0-0 3.25 FIT 7 3x8 II 6 Ti 2 IN1 B1 5-0-0 3 Scale = 1:13.6 3x4 = 1-8-0 • 7-0-0 4 1-8-0 5-4-0 Plate Offsets (X,Y)-- [2:0-4-8,0-1-8] LOADING (psf) TCLL 30.0 TCDL 1'5.0 BCLI_ 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.50 BC 0.24 WB 0.08 (Matrix) • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4.SP No.2 WEBS . 2x4 SP No.2 DEFL. in (loc) . I/defl Lid Vert(LL) 0.03 4-5 >999 240 Vert(TL) -0.05 4-5 >999 180 Horz(TL) -0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 22 Ib FT = 0%' BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=171/Mechanical, 4=40/Mechanical, 5=525/0-8-0 (min. 0-1-8) Max Horz5=188(LC 5) Max Uplift3=-249(LC 5), 4=-1(LC 5), 5=-378(LC 4) Max Grav3=171(LC 1), 4=80(LC 3), 5=525(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-428/434 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-8-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 Ib uplift at joint 3, 1 Ib uplift at joint 4 and 378 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 °AMA).. • .tea NM PA MIA CIA 'ROM M 't 1.-44126 .$2.S. FA* t r5;k 't8 Z614 Job Truss Truss Type Qty I Ply 4-11-17 M1 ROOF TRUSS 1 1 A0043802 Job Reference (optional) 1 9 0 1 2-0-0 2-0-0 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:54 2017 Page 1 I D: H P54Qd39ScLU4fkS3vtBAoz08j1-MfQBMi4k2htgX 1091 dBM4ft8z IsJjTXZKRxE72ytZnV 4-5-2 7-0-0 2-5-2 2-6-14 3.25 12 3x4 3x4 II 4 _ 3 ®1 4110111 8 T1 2 UP. 11 ='A 3x4 = 10 7 3x5 II • 1-8-0 12-0-0I 1-8-0 0-4-0 6 2x4 II 4-5-2 7-0-0 5x6 = 5 2-5-2 2-6-14 Scale = 1:15.3 Plate Offsets (X,Y)-- [4:0-2-4,0-1-8], [5:0-3-0,0-2-12], [7:0-2-12,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0.. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOI_ 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.37 BC 0.58 WB 0.20 (Matrix) DEFL. in (loc) . I/defl Vert(LL) 0.03 6 >999 Vert(TL) -0.05 5-6 >999 Horz(TL) -0.02 4 n/a Lid 240 180 n/a PLATES GRIP MT20 244/190 Weight: 34 Ib FT = 0%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 4=128/Mechanical, 7=1688/0-8-0 (min. 0-2-0), 5=1101/Mechanical Max Horz 7=186(LC 5) Max Uplift4=-147(LC 5), 7=-1387(LC 4), 5=-986(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD , 1-2=-1067/890, 2-8=-1122/969, 8-9=-1107/970, 3-9=-1073/974 BOT CHORD 1-10=-857/1035, 7-10=-857/1035, 6-7=-1043/1035, 5-6=-1043/1035 WEBS 2-7=-376/390, 3-6=-556/651, 3-5=-1146/1154 Structural wood sheathing directly applied or 5-3-7 oc purlins. Rigid ceiling directly applied or 7-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 4 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 4, 1387 Ib uplift at joint 7 and 986 Ib uplift at joint 5. 7) Girder carries tie-in span(s): 17-10-0 from 1-8-0 to 7-0-0 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • LOAD CASE(S) Standard Continued on page 2 JUL. 14 2017 NISEA SPA CM1RI •g 11.2214 . E woo 3 1210VI39G$T a i f%fitt 1pAVi* Job Truss Truss Type Qty Ply A0043802 4-11-17 M1 ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 1-10=-20, 5-10=-437(F=-417) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:54 2017 Page 2 ID: HP54Qd39ScLU4fkS3vtBAoz08jl-MfQBMi4k2htgX 1 O91 dBM4ft8zl sJjTXZKRxE72ytZnV JUL. 1.4 2017 crilmatio: mil. . cc tm w 0416101014. vossammtattailitgam it..•.(ai$ *as• TAX, c r 70t4 Job • Truss • Truss Type Qty Ply i A0043803 4-11-17 T1 ROOF TRUSS 13 1 Job Reference (optional) 2-0-0 2-0-0 1-8-0 0- 1-8-0 0-4-9 5-4-4 3-4-4 3.25 12 9-9-0 7-9-0 9-9-0 4-4-12 4x4 = 5x8 = 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:54 2017 Page 1 ID: H P54Qd39ScLU4fkS3vtBAoz08j1-MfQ BMi4k2htgX 1091 dBM4ft8zIsljRrZKRxE72ytZn V 14-1-12 17-6-0. 19-6-0 4-4-12 3-4-4 2-0-0 17-6-0 7-9-0 Scale: 3/8"=1' 17-1 Q-0 19-6-0 d-4-b 1-8-0 o . Io Plate Offsets (X,Y)--[2:0-5-8,0-2-0], [3:0-0-8,0-2-0], [5:0-0-8,0-2-0], [6:0-5-8,0-2-0], [9:0-4-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.37 BC 0.58 WB 0.38 (Matrix) DEFL. in (loc) Vert(LL) -0.06 9-10 Vert(TL) -0.18 9-10 Horz(TL) 0.04 8 I/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 88 Ib FT = 0%. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 10=1073/0-8-0 (min. 0-1-8), 8=1073/0-8-0 (min. 0-1-8) Max Horz 10=1(LC 4) Max Upliftl0=-573(LC 4), 8=-573(LC 5) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3-12=-1321/658, 4-12=-1266/666, 4-13=-1266/666, 5-13=-1321/658 9-10=-705/1373, 8-9=-706/1373 4-9=-24/304, 5-9=-263/237, 3-9=-263/237, 2-10=-259/251, 6-8=-259/251, 3-10=-1571/921, 5-8=-1571/921 Structural wood sheathing directly applied or 4-7-12 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES • - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-9-0, Exterior(2) 9-9-0 to 12-9-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 Ib uplift at joint 10 and 573 Ib uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 Ci#4ft. }�aD8aTiMattatil ],D31(iA 23 Job Truss • Truss Type Qty Ply A0043804 4-11-17 T1A ROOF TRUSS 3 1 Job Reference (optional) 2-0-0 2-0-0 5-4-4 3-4-4 9-9-0 4-4-12 4x4 = 1-8-0 0 9-9-0 1-8-0 -4- 7-9-0 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:55 2017 Page 1 I D: H P54Qd 39ScLU4fkS3vtBAoz08jl-q r_ZZ24Mo_?X9BzMaKibdtQFTi7gStjZ5h ngUytZn U 14 1-12 19-6-0 i 4-4-12 5-4-4 19-6-0 9-9-0 Scale: 3/8"=1' 10 Plate Offsets (X,Y)-- [2:0-5-8,0-2-0], [3:0-0-8,0-2-0], [6:0-3-0,Edge], [7:0-4-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 .. BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.58 BC 0.95 WB 0.45 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.58 0.07 (loc) 6-7 6-7 6 I/defl >999 >361 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 82 Ib FT = 0%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 6=942/0-3-8 (min. 0-1-8), 8=1187/0-8-0 (min. 0-1-8) Max Horz 8=-1(LC 5) Max Uplift6=-504(LC 5), 8=-626(LC 4) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3-10=-1684/828, 4-10=-1629/836, 4-11=-1629/853, 5-11=-1688/842, 5-12=-2437/1318, 6-12=-2499/1311 7-8=-839/1627, 6-7=-1197/2367 4-7=-133/451, 5-7=-866/580, 2-8=-275/254, 3-8=-1870/1061 Structural wood sheathing directly applied or 2-11-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-9-0, Exterior(2) 9-9-0 to 12-9-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 Ib uplift at joint 6 and 626 Ib uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 °Mato: forteCal ROM • cum .EtinArA, 1 .22a% . atom 1YB 39Gttmmentotimoo ' i���d a):b a fAX, t9 nit a614 Job Truss Truss Type Qty Ply A0043805 4-11-17 T2 ROOF TRUSS 1 1 Job Reference (optional) 2-0-0 2-0-0 4x8 = 1-B-02OJo 1-8-0 0-4-0 7-9-4 5-9-4 7-9-4 5-9-4 13-6-8 5-9-4 13-6-8 5-9-4 3.25 12 2x4 II 13d--7 16-9-8 3-3-0 { 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:55 2017 Page 1 I D: H P54Qd39ScLU4tkS3vtBAoz08jl-gr_ZZ24Mo_?X9BzMaKibdtQE Fi ESSkajZ5hng UytZnU 20-0-8 I 25-9-12 I 31-7-0 I 33-7-0 3-3-0 5-9-4 5-9-4 2-0-0 4x4 20-0-8 6-5-1 2x4 II { 7 9 25-9-12 31-11-0 5-9-4 6-1-4 Scale = 1:56.5 11 33-7-0 I. 1-8-0 0 Ia 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.46 WB 0.98 (Matrix) DEFL. in (loc) I/defl Vert(LL)-0.0613-15 >999 Vert(TL)-0.1413-15 >999 Horz(TL) 0.02 20 n/a Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 172 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 19=546/0-8-0 (min. 0-1-8), 20=1015/0-8-0 (min. 0-1-8), 21=21 Max Horz 19=-1(LC 4) Max Upliftl9=-307(LC 4), 20=-521(LC 5), 21=-987(LC 5) Max Grav19=652(LC 7), 20=1044(LC 8), 21=2133(LC 1) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-22=-430/239, 3-22=-365/280, 3-4=-370/930, 4-5=-362/1052, 5-6=-277/1000, 6-7=-677/449, 7-8=-623/347, 8-9=-693/334, 9-23=-1437/646, 10-23=-1505/632 14-15=-527/1387, 13-14=-527/1387, 16-17=-247/352 6-15=-539/1085, 7-15=-455/357, 9-15=-853/421, 10-13=-493/1264, 12-20=-1044/521, 10-12=-976/563, 6-16=-1444/678, 16-21=-2133/987, 5-16=-459/359, 3-16=-1093/517, 2-17=-219/317, 18-19=-652/307, 2-18=-591 /350 Structural wood sheathing directly applied or 4-6-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 8-1-5 oc bracing: 13-15 10-0-0 oc bracing: 12-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 33/0-8-0 (min. 0-1-8) NOTES- 1) Unbalanced roof live loads have been considered for this design. ,2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-9-8, Exterior(2) 16-9-8 to 20-0-8; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. :4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth 6) Bearing at joint(s) 19, 20, 21 considers parallel to grain value using ANSI/TPI 1 angle to grain designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Cor iiulIPMfb§belt 20 and 987 Ib uplift at joint 21. 3 JUL 1 4 2017 [;-W/ ebb 3s3 . $A* t fli*2 4 Job Truss Truss Type Qty Ply A0043805 4-11-17 T2 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:55 2017 Page I D: H P54Qd39ScLU4fkS3vtBAoz08jl-qr_ZZ24Mo_?X9BzMaKibdtQEFiESSkajZ5hngUytZnhJ NOTES- 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • JUL. 1. 4 2017 • .CULTIZ,_ CM F12 fi$ 40003 �`K��t�. i�t;••i�T�2 �32�'r !✓,$3P i9 +�u'#2�� d4)# Job Truss Truss Type Qty Ply A0043806 4-11-17 T2X ROOF TRUSS 1 1 Job Reference (optional) 2-0-0 2-0-0 6x8 \\ 7-9-4 5-9-4 5x6 = 13-6-8 5-9-4 3.25 12 2x4 I I 18 17 16 4x4 3x8 = 16-9-8 3-3-0 1 1-5-02�010 7-9-4 13-6-8 1-8-0 0-4-0 5-9-4 5-9-4 Plate Offsets (X,Y)-- [2:0-1-12,0-3-0], [10:0-1-12,0-3-0], [15:0-1-8,0-0-0] LOADING (psf)i TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CS!. TC 0.62 BC 0.84 WB 0.82 (Matrix) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:56 2017 Page 1 ID:HP54Qd39ScLU4fkS3vtBAoz08jl-J1 Yyn05_ZI7OmKYY82Dg94zQb5UfBEMsoIQLCwytZnT 20-0-8 I 25-9-12 I 31-7-0 • { 33-7-0 3-3-0 5-9-4 5-9-4 2-0-0 4x4 2x4 I I 3x8 = 4x4 = 20-0-8 6-6-0 25-9-12 5-9-4 DEFL. in (loc) I/defl Vert(LL) -0.26 16 >999 Vert(TL)-0.62 14-16 >574 Horz(TL) 0.12 12 n/a 13 5x6 = L/d 240 180 n/a 31-11-0 6-1-4 Scale = 1:56.3 33-7-0 1-8-0 11 PLATES GRIP MT20 244/190 Weight: 168 Ib FT = 0%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 12=1847/0-8-0 (min. 0-2-3), 19=1847/0-8-0 (min. 0-2-3) ,Max Horz 19=-1(LC 4) Max Upliftl2=-906(LC 5), 19=-906(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-355/157, 2-20=-3709/1685, 3-20=-3638/1698, 3-4=-3282/1571, 4-5=-3213/1585, 5-6=-3265/1687, 6-7=-3265/1687, 7-8=-3213/1585, 8-9=-3282/1571, 9-21=-3638/1698, 10-21=-3709/1685, 10-11=-355/157 1-19=-154/357, 18-19=-155/357, 17-18=-1542/3511, 16-17=-1542/3511, 15-16=-1058/2573, 14-15=-1058/2573, 13-14=-1541/3511, 12-13=-154/357, 11-12=-154/357 6-14=-467/960, 7-14=-456/358, 9-14=-546/228, 10-13=-1422/3170, 10-12=-1676/923, 6-16=-467/960, 5-16=-456/358, 3-16=-546/228, 2-18=-1422/3170, 2-19=-1676/923 Structural wood sheathing directly applied or 2-7-2 oc purlins. Rigid ceiling directly applied or 4-8-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-9-8, Exterior(2) 16-9-8 to 20-0-8; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 17. 4) Plate(s) at joint(s) 4, 6, 8, 1, 7, 14, 9, 13, 10, 5, 16, 3, 18, 2, 11 and 15 checked for a'plus or minus 0 degree rotation about its center. JUiL. 14 2.017 5) Plate(s) at joint(s) 17 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any othf 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90, and 906 Ib uplift at joint 19. • (8),::502jEfiVapreaks with fixed heels" Member end fixity model was used in the analysis and d ' +' =` ` - truss. Job • Truss • Truss Type Qty Ply A0043806 4-11-17 T2X ROOF TRUSS 1 1 Job Reference (optional) LOAD CASE(S) Standard 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:56 2017 Page ID: HP54Qd39ScLU4fkS3vtBAoz08jl-J 1 YynO5_ZI70mKYY82Dg94zQb5UfBEM solQ LCwytZnT JUL. 1 4 2017 MEM ;MA PA- CK MI • Job Truss Truss Type I Qty Ply I A0043807 4-11-17 V12 ROOF TRUSS 1 1 J Job Reference (optional) 3x4 5-0-0 5-0-0 3.25 FIT 5-0-0 4x4 = 2 6 2x4 I I 7.630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28.11:02:56 2017 Page 1 ID: H P 54Qd39ScLU4fkS3vtBAoz08jl-J 1 Yyn05_ZI7omKYY82Dg94zWU5f2BQYsoIQLCwytZnT 7-8-4 12-8-4 2-8-4 5-0-0 7-8-4 4x4 = 3 5 2x4 II 8 12-8-4 3x4 Scale = 1:20.6 5-0-0 2-8-4 5-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 .. BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CS!. TC 0.24 BC 0.18 WB 0.04 (Matrix) DEFL. in (loc) I/defl L/d Vert(a) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 37 lb FT = 0%` LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-8-4. (Ib) - Max Horz 1=28(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) except 1=-146(LC 4), 4=-150(LC 5), 6=-231(LC 4), 5=-228(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 1, 4 except 6=403(LC 7), 5=403(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-306/235, 3-5=-306/231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-1-2 to 4-1-2, Interior(1) 4-1-2 to 11-7-1; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 1, 150 Ib uplift at joint 4, 231 Ib uplift at joint 6 and 228 Ib uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 114*(60. fOCALITI. . MU MN PA. Job • Truss • Truss Type Qty Ply A0043808 4-11-17 V16 ROOF TRUSS 1 1 Job Reference (optional) 3x4 5-2-5 5-2-5 5-2-5 3.25 12 9 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:57 2017 Page 1 ID: HP54Qd39ScLU4fkS3vtBAoz08jl-nE6K_k6cKcFFOU7kilk3i I VhOV?dwtb?OPAukNytZnS 8-4-2 11-5-14 16-8 4 3-1-12 3-1-12 5-2-5 8 2x4 II 3x4 = 4x4 3 7 2x4 iI 11-5-14 6 2x4 II 16-8-4 3x4 Scale = 1:26.5 5-2-5 6-3-9 5-2-5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 .. BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.25 BC 0.15 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 52 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS • 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 16-8-4. (Ib) - ,Max Horz 1=1(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1=-125(LC 4), 5=-125(LC 5), 9=-289(LC 5), 6=-289(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 1, 5, 7 except 9=496(LC 7), 6=496(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-9=-384/308, 4-6=-384/308 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-1-2 to 4-1-2, Interior(1) 4-1-2 to 8-4-2, Exterior(2) 8-4-2 to 11-5-14; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb) 1=125, 5=125, 9=289, 6=289. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 Z017 Orileeigiblrtign. ) jai;, 22f 8 IAT Mitlial )31* Job Truss Truss Type Qty Ply A0043809 4-11-17 V2 ROOF TRUSS 1 1 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:56 2017 Page 1 I D: H P54Qd39ScLU4fkS3vtBAoz08jl-J 1 Yyn05_ZI70mKYY82Dg94zZD5hkBQ BsoIQ LCwytZnT 2-0-0 2 2-0-0 Scale = 1:4.9 2-0-0 1 2-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 .. BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 0.90 Plate Metal DOL 0.90 Lumber DOL 0.90 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.00 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP Weight: 5 Ib FT = 0% LUMBER- BOT CHORD 2x6 SYP No.2 REACTIONS. (Ib/size) 2=12/2-0-0 (min. 0-1-8), 1=12/2-0-0 (min. 0-1-8) Max Grav2=23(LC 3), 1=23(LC 3) BRACING- BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 • SPA CIYILMMIL. Job Truss Truss Type Qty Ply A0043810 4-11-17 V20 ROOF TRUSS 1 1 Job Reference o tional) 6-2-5 6-2-5 3.25 12 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28.11:02:57 2017 Page 1 ID HP54Qd39ScLU4fkS3vtBAoz08jl-nE6K_k6cKcFFOU7kiIk3iIVehV_fwtS?OPAukNytZnS 10-4-2 14-5-14 20-8-4 4-1-12 4-1-12 6-2-5 4x4 = Scale = 1:32.9 12 2x4 II 4 T1 13 3x4 6-2-5 6-2-5 9 2x4 I I 8 7 3x4 = 2x4 I I 6 2x4 I I 3x4 14-5-14 20-8-4 8-3-9 6-2-5 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress :ncr YES Code FBC2014/TPI2007 CSI. TC 0.40 BC 0.22 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00. 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 66 Ib FT =•0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS . 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 20-8-4. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 1=-148(LC 4), 5=-148(LC 5), 7=-123(LC 4), 9=-333(LC 5), 6=-333(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7=337(LC 1), 9=627(LC 7), 6=627(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7=-289/178, 2-9=-488/359, 4-6=-488/359 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust).Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-1-2 to 4-1-2, Interior(1) 4-1-2 to 10-4-2, Exterior(2) 10-4-2 to 13-4-2; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 1, 148 Ib uplift at joint 5, 123 Ib uplift at joint 7, 333 Ib uplift at joint 9 and 333 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixea heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 1.4 2017 .011, PA. CIA 'OAK • 2214 . MO Job Truss Truss Type my Ply A0043811 4-11-17 V24. ROOF TRUSS 1 1 Job Reference (optional) 12-4-2 12-4-2 3.25 12 3x4 2x4 11 8 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:57 2017 Page 1 I D: H P54Qd39ScLU4fkS3vtBAoz08jl-n E6Kk6cKcFFOU7kilk3i IVZiVxHwsE?OPAu kNytZn S - 24-_8 4 4x4 = 7 3x4 = 2x4 11 24-8-4 6 2x4 11 12-4-2 Scale = 1:39.3 3x4 24-8-4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber. DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.72 BC 0.43 WB 0.08 (Matrix) DEFL. in (loc) I/defl L/d Vert(TL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 80 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS. 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-8-4. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1=-191(LC 4), 5==191(LC 5), 6=-415(LC 4), 9=-415(LC 5) - Max Gray All reactions 250 Ib or less at joint(s) 7 except 1=309(LC 1), 5=309(LC 1), 6=809(LC 1), 9=809(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-6=-615/439, 2-9=-615/439 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-1-2 to 4-1-2, Interior(1) 4-1-2 to 12-4-2, Exterior(2) 12-4-2 to 15-4-2; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=Ib) 1=191, 5=191, 6=415, 9=415. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 ©i 0. # .� Calfailt TAMPA. u P.12214 . 12209 6nth i WAMi, :00, 31' Job Truss Truss Type Qty Ply A0043812 4-11-17 V28 ROOF TRUSS 1 1 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28.11:02:57 2017 Page 1 ID: HP54Qd39ScLU4fkS3vtBAoz08jl-nE6K_k6cKcFFOU7kil k3i I VZoVxDwsH?OPAukNytZnS 14-4-2 1 28-8-4 14-4-2 14-4-2 3.25 FIT 15 16 3 4x4 = 5 17 18 Scale = 1:45.6 7 3x4 14 13 3x4 = 12 11 28-8-4 10 9 3x4 = 8 3x4 28-8-4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.72 BC 0.44 WB 0.07 (Matrix) DEFL. in (loc) I/defl L/d Vert(a) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS. 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-8-4. (Ib) - Max Uplift All uplift 100 Ib or less atjoint(s) 11 except_1=-188(LC 4), 7=-188(LC 5), 8=-409(LC 5), 10=-152(LC 4), 14=-409(LC 4), 12=-152(LC 5) Max Gray All reactions 250 Ib or less atjoint(s) 10, 12 except 1=310(LC 1), 7=310(LC 1), 11=298(LC 1), 8=795(LC 1), 14=795(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 6-8=-600/421, 2-14=-600/421 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-1-2 to 4-1-2, Interior(1) 4-1-2 to 14-4-2, Exterior(2) 14-4-2 to 17-4-2; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=lb) 1=188, 7=188, 8=409, 10=152, 14=409, 12=152. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity. model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 oa1 . forte. 374{$ . 1.4101262 3Y• fil* t9a51 7614 Job' Truss Truss Type Qty Ply A0043813 4-11-17 V4 ROOF TRUSS 1 1 Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:56 2017 Page 1 I D: HP54Qd39ScLU4fkS3vtBAoz08jl-J 1 Yyn05_ZI70mKYY82Dg94z W 15gTBQBsoIQLCwytZnT 4-0-0 1 3x4 4-0-0 3.25 12 2x4 II 2 3 Scale: 1.5"=1' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0- .. BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.20 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 Ib FT =-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=152/4-0-0 (min. 0-1-8), 3=152/4-0-0 (min. 0-1-8) Max Horz 1=95(LC 4) Max Uplift1=-135(LC 4), 3=-161(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 1 and 161 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 Criletigidb.M; UM. . CA,16111ML P .32%44a .400043 1210gigni ,T. tiM egirjAn* i .•.00) 8 62.* FAY' t9t :$ 34 4 Job Truss : Truss Type Qty Ply A0043814 4-11-17 V4A ROOF TRUSS 1 1 i Job Reference (optional) 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28.11:02:56 2017 Page 1 I D: HP54Qd39ScLU4fkS3vtBAoz08j1-J 1 Yyn05_ZI70mKYY82Dg94zYv5gRBQBsoIQLCwytZnT 2-4-8 4-9-0 2-4-8 3.25 12 T1 3x4 = 2 T1 2-4-8 3 3x4 4-9-0 3x4 4-9-0 Scale = 1:8.9 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2014/TPI2007 CSI. TC 0.08 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) . I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 0%' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=141/4-9-0 (min. 0-1-8), 3=141/4-9-0 (min. 0-1-8) Max Uplift1=-138(LC 4), 3=-138(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-232/289, 2-3=-232/289 BOT CHORD 1-3=-256/212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft;.Cat. II; Exp C; Encl., GCpi=0.18; C-C Extarior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 Ib uplift at joint 1 and 138 Ib uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 14 2017 SPA MU MUM• 1) s Isth llan:DN VI* 1 L'.( )368 *23 • filkaiN244014 Job • Truss • Truss Type Qty Ply A0043815 4-11-17 V6 ROOF TRUSS 1 1 Job Reference (optional) r 1 7 630 s Jul 9 2015 MiTek Industries, Inc. Fri Jul 28 11:02:56 2017 Page 1 ID: HP54Qd 39ScLU4fkS3vtBAoz08jl-J 1 Yyno5_ZI7omKYY82Dg94zP65dRBQBsoIQ LCwytZnT 6-0-0 3x4 6-0-0 2x4 I I Scale = 1:11.5 2 2x4 I I 3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 . BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CS!. TC 0.65 BC 0.28 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=262/6-0-0 (min. 0-1-8), 3=262/6-0-0 (min. 0-1-8) Max Horz 1=154(LC 5) Max Uplift1=-216(LC 4), 3=-270(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-214/294 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-1-2 to 4-1-2, Interior(1) 4-1-2 to 5-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 1 and 270 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JUL. 1. 4 2017 W VD 9 d 39G't TEWA i1R1, i. i iD4 331* ,)ti���` ��M,,� i�).•.{�1ab8.�32�' PA`+P i9;�#71'4� $ft�4� et 'STRUCTURAL P A MIYk'Comq•Y 1=111M111111iNIMI1111111 I=LIIIIIMEirgill1M111I r'�sns( mvz 3 NEC:TORS 450 • -1_450 Typical HHC Typical HJC/HTHJinstallation top -view installation top view 5 7/8„`5„ HTHJ Typical HJHC installation top view 10 /2" '�`,�/ 31/4,. HJHC Descnption, :US P Stock No Ref. No., Steel Gauge H Fastener Schedule Allowable Loads (Lbs.? Code Ref. Carrying Member' Carried Member DF-LISP S-P-F Qty Type per Hip per Jack Type Floor Roof Uplift' Floor Roof : Uplift' Qty Qty 100% 115% 125% 160% 100% 115% 125% 160% 2 x 6 right / left HJC26 — — 12 5-3/8 16 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2580 1545 11, F6, F12, D3 2 x 8 right / left HJC26 . -- 12 7-1/8 20 16d 6 8 10d 2980 3425 3505 1840 2580 2945 2945 1545 2 x 6 terminal 1-IHC26 -- 12 5-7/16 20 16d 5 -- 10d 2980 3425 3505 1015 2580 2945 2945 1545 130 2 x 8 temrinal HHC28 -- .. 12 . 7-3/16 24 16d 6 -- 10d 3505 3505 3505 1840 2945 . 2945 2945 1545 2 x 6 temunal HJHC26 MTHM 12 5-7/16 20 16d 5 2 10d 2980 3425 3505 1840 2580 2945 2945 1545 2 x 8 terminal HJHC26 -- 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 1840 2945 2945 2945 1545 2x6terminal HTHJ26-18 -- 18 5 16 16d 7 5 16d 2190 2520 2740 1790 1870 2155 2340 1505 11,F12 1) Uplift loads have been increased 60% fo wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip /jack connection. 3) Minimum nail penetration is 1-5/8" for 16d nails. HJC Specialty Options Chart Option..... . Hip:Truss Skew " Range 30' to 60' Allowable Loads 100% of table load Ordering Add SK, angle of hip required, to product number. Ex. HJC26-SK55 HJC (skewed) Typical HJC(skewed) installation with alternate skew angle top view ©Copyright 2011 USP Structural Connectors@ 1-800-328-5934 • www.USPconnectors.com O U SP ASLANT Nr�41L'' �.I�1 HANGER$= LI , �I ; c MI�.IS SER ,,T oSTRUCTURAL "'S:S «ti3 L f.-�... t rteitz e1W4 ' .,., #:.2r J ? :F 3 � _7. y f: rMIZ. ^ut8. �cJr.4`fi'L�R::•. .�ri�.....'r. .:: z T 's� .�h .+• r, th.d CONNECTORS' ® A MReK°anWq The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30° to 45° nailing through the joist into the header resulting in higher loads and Tess nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS - 18 gauge; MUS - 18 gauge; HUS - 14 or 16 gauge Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS210-GC, JUS26-2GC, & JUS210-2GC — Gold Coat Options: HUS28-2IF, HUS210-2IF, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, JUS44, JUS46, JUS28-3, & JUS210-3 are available in Triple Zinc. To order, add TZto stock number, as in JUS24 -TZ. JUS24, JUS26, JUS26-2, JUS28, JUS210, and JUS210-2 are available in Stainless Steel. To order, add SSto stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: ESR-1881, FL9835, FL570, FL821, FL571, Dade County, FL 07-0419.01, Dade County, FL 07-0214.20 & Dade County, FL 06-0921.05, L.A. City RR 25779 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven at a 30° to 45° angle through the joist or truss into the header to achieve listed Toads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS - 16d sinkers (9 gauge x 31/4") may be used where 10d commons are specified with no Toad reduction. Double shear nail design features fewer nails and faster installation Uses standard length nails HUSSpecialty Options Chart — refer to Specialty Options pages 194-195 for additional details. Option Inverted Flange Range Not available in widths less than 2-1/4". 100% of table bad. Allowable 65% of table load when Loads nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS4101F AVAILABLE IN Typical JUS46 installation Dim le a to 4b° nailing Ilows 30°� MUS JUS28 HUS28 2 Typical HUS46 installation Typical HUS410/F inverted flange installation 0 a 0• c -o co 0 0 0 0 0 0 e 1-800-328-5934 • www.USPconnectors.com I"LISP �® STRUCTURAL ►��A CONNEC?ORS A Mibk'C°mpanl Joist Size USP Stock No. Ref. No. Steel Gauge Dimensions • Fastener Schedules'"•' Allowable Loads (Lbs.) Code Ref. W H D A Header Joist DF-L I SP Qty Nail Qty : Nail , Floor Roof UPI' 1,90% 1.15% 125%y 160% 2 x 4 JL24 LU24 20 1-9/16 3 1-1/2 15/16 4 10d 2 10d x 1-1/2 455 52,5 570 245 5, F6, F30, D3, R5 20 1-9/16 3 1-1/2 15/16 4 16d 2 10d x 1-1/2 545 625 680 245 JL241F-TZ - 18 1-9/16 3-1/8 1-1/2 -- 4 10d 2 10d x 1-1/2 465 480 480 305 110 18 1-9/16 3-1/8 1-1/2 -- 4 16d 2 10dx1-1/2 480 480 480 305 JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 10d 655 750 820 510 6, F6, F15, D3, R13 JUS24-GC - - 18 1-9/16 3-1/8 1-3/4 1 4 N10C-GC 2 N10C-GC 655 750 820 510 SUH24 U24 16 1-9/16 3-1/4 2 1-3/16 4 10d . 2 10d x 1-1/2 465 535 580 360 2, F20, R12 16 1-9/16 3-1/4 2 1-3/16 4 16d 2 10d x 1-1/2 550 635 690 360 HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 705 290 5, F30, R5 2 x 6 JL26 LU26 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 685 785 855 485 5, F6, F30, D3, R5 20 1-9/16 4-3/4 1-1/2 15/16 6 16d 4 10d x 1-1/2 815 940 1020 485 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 -- 6 104 4 10dx1-1/2 695 800 870 730 110 18 1-9/16 4-1/2 1-1/2 -- 6 16d 4 10dx1-12 830 950 1035 730 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 850 975 1060 1115 6, F6, F15, D3, R13 JUS26-GC -- 18 1-9/16 4-13/16 1-3/4 1 4 N10C-GC 4 N10C-GC 850 975 1060 1115 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 '110 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 10d x 1-1/2 695 800 870 725 2, F20, R12 16 1-9/16 •5-1/8 2 1-3/16 6 16d 4 10d x 1-1/2 830 950 1035 725 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 2635 3030 3295 1925 6, F15, F18, 02, R13 HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 705 290 5, F30, R5 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 1295 1410 730 2 x 8 JL26 LU26 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 685 785 855 485 5, F6, F30, D3, R5 20 1-9/16 4-3/4 1-1/2 15/16 6 16d 4 10d x 1-1/2 815 940 1020 485 JL26IF-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 -- 6 10d 4 10dx1-1/2 695 800 870 730 110 18 1-9/16 4-1/2 1-1/2 -- 6 16d 4 10d x 1-1/2 830 950 1035 730 JL28 LU28 20 1-9116 6-3/8 1-1/2 15/16 10 10d 6 10d x 1-1/2 1140 1295 1295 885 5, F6, F30, D3, R5 20 1-9/16 6-3/8 1-1/2 15/16 10 16d 6 10d x 1-1/2 1360 1565 1700 885 JL281F-TZ LUC28Z 18 1-9/16 6-1/8 1-1/2 -- 8 10d 4 10d x 1-1/2 930 1065 1160 730 110 18 1-9/16 6-1/8 1-1/2 -- 8 16d 4 10d x 1-1/2 1105 1215 1215 730 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 850 975 1060 1115 6, F6, F15, D3, R13 JUS26-GC -- 18 1-9/16 4-13/16 1-3/4 1 4 N10C-GC 4 N10C-GC 850 975 1060 1115 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 6 10d 4 10d 1075 1235 1345 1115 JUS28-GC --- 18 1-9/16 6-5/8 1-3/4 1 6 N10C-GC 4 N10C-GC 1075 1235 1345 1115 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 110 MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 10d x 1-1/2 695 800 870 725 2, F20, R12 16 1-9/16 5-1/8 2 1-3/16 6 16d 4 10d x 1-1/2 830 950 1035 725 SUH28 _ _ 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1-1/2 930 1065 1160 800 16 1-9/16 6-5/8 2 1-3/16 8 16d 6 10d x 1-1/2 1105 1270 1380 800 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 2635 3030 3295 1925 6, F15, F18, D2, R13 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 3970 4345 4345 2570 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d • 4 10d x 1-1/2 1130 1295 1410 730 5, F30, R5 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-1/2 1690 1945 2115 730 2 x 10 JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 6 10dx 1-1/2 1140 1295 1295 885 5, F6, F30, D3, R5 20 1-9/16 6-3/8 1-1/2 15/16 10 16d 6 10d x 1-1/2 1360 1565 1700 885 JL281F-TZ LUC28Z 18 1-9/16 6-1/8 1-1/2 -- 8 ' 10d 4 10dx1-1/2 930 1065 1160 730 110 18 1-9/16 6-1/8 1-1/2 -- 8 16d 4 10dx1-1/2 1105 1215 1215 730 JL210 LU210 20 1-9/16 8-1/4 1-1/2 15/16 14 10d 8 10d x 1-1/2 1595 1835 1875 1095 5, F6, F30, D3, R5 20 1-9/16 8-1/4 1-1/2 15/46 14 16d 8 10d x 1-1/2 1905 1965 1965 1095 JL2101F-TZ LUC210Z 18 1-9/16 8-1/4 1-1/2 -- 11 10d 6 '10d x 1-1/2 1275 1465 1595 1095 110 18 1-9/16 8-1/4 1-12 -- 11 le,d 6 10dx1-1/2 1520 1745 1900 1095 JUS28 LUS28 18 1-9/16 .6-5/8 1-3/4 1 6 10d 4 10d 1075 1235 1345 1115 6, F6, F15, 03, R13 JUS28-GC -- 18 1-9/16 6-5/8 1-3/4 1 6 N10C-GC 4 . N10C-GC 1075 1235 • 1345 1115 JUS210 LUS210 18 1-9/16 7-3/4 1-3/4 1 8 10d 4 10d 1305 1500 1630 1115 JUS210-GC -- 18 1-9/16 7-3/4 1-3/4 1 8 N10C-GC 4 N10C-GC 1305 1500 1630 1115 MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 110 SUH28 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1-1/2 930 1065 1160 800 2, F20, R12 _ _ 16 1-9/16 6-5/8 2 1-3/16 8 16d 6 10d x 1-12 1105 1270 1380 800 SUH210 U210 16 1-9/16 8 2 1-3/16 10 10d 6 10dx1-12 1160 1335 1450 1085 16 1-9/16 8 2 1-3/16 10 16d 6 10dx1-112 1380 1585 1725 1085 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 3970 4345 4345 2570 6, F15, F18, D2, R13 HUS210 HUS210 16 1-5/8 9-3/16 3 2 30 • 16d 10 16d 5310 5510 5510 ` 3205 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-12 1690 1945 2115 730 5, F30, R5 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-1/2" long. 3) Minimum nail embedment shall be 1-12" for 10d and N10C-GC nails; 1-5/8" for 16d and N16C-GC nails. 4)16d sinkers (9 gauge x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. 5) For JUS and HUS hangers: Nails must be driven at a 30° to 45' angle through the joist or truss into the header to achieve the table loads. 6) WS15 Wood Screws are 1-1/4" x 1-1/2" long and are included with HDQ hangers. 7) WS3 Wood Screws are 1-1/4" x 3" long and are included with HDQ hangers. 1-800-328-5934 • www.USPconnectors.com continued on next page @Copyright 2011 USP Structural Connectors® rasaFtif��fe a d tra a atnag"'atr'' 'n¢.afk'9�'=k7lF}:ii..., tlrinfii3�' �(>_ .91-..: mary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° TRUSS PLATE INSTITUTE 583 D'Onofrio Dr:, Suite 200 Madison, Wisconsin 53719 (808) 833-5900 Jr. is the responsibility :of the. installer. !builder, building .contractor,,licensed ; personnel inthewoodlrussindustry,but:must,duetothenatureofresponsibilities contractor, . •erectoror erection contractor) to properlyreceive unload, store, . involved, be presented as a guide forthe use of a qualified building designer or : handle, install and brace metal plate connected wood trusses to protect life and installer. Thus, theTruss Platelnstitute, Inc: expressly disclaims any responsibility property. The instaIler mus:t exerciselhe same high degree of safety aWarene as fordaniagesarisingfromtheuse,application"orreiian'ceontherecommendations with. any other structural material. TPJ does riot intend these recommendations to _ and. information contained herein by buildingdesigners, installers, and others. be Interpreted assuperiortatheprojectArchitect's or Engineer'•s designspecification Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or for handling, installing andbracing wood trusses for apartrcular.roof orfloor These::: any part thereof must notbe' reproduced in any form without writtenpermiission :recommendations are based_ upon .the oollective expenence,of leading technroal of the publisher: Printed in'the United States of America.. ggt��' �111 etr� eat- tiger e oth era n au to s o rnstra l igo, -Trusses :stored vertically sib°ould;.be:_ :braced to,priieni tappting or`:#ipping.:: ok0.0 ..$)n diNgs-eespn • -v., reatert ai Q1tb Tag • Line Spreader Bar Toe In Approximately 112 truss length or less Approximately 1truss length - Truss spans less than • Approximately-- - 1/2 to 3/3 truss len th Less than or equal to 60' • • :spreaderBar. • ": Vie In ' l'pe in Tag Line MECHANICAL Tag Line Lifting devices should be connected to the truss top chord with a Closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. . po.th4opt-.:.:oclyo!lo..,.9 ,., ,.,..f7:::•:: tiiie.:.,.:,:::4..... ,„. ''''::::''';:::::•:.:;.1.::::-;;:,:i:.i,:••;.1:.-:..-:::5:',:::'::::.::::11::::',:;:41::',.,-;:,,,:-,..-.,:-:.:::',-;.::4:,:-:,:-:-,..:,.'': ..::::::1:., „.w..--.papolg 41 • ..Tp. e infe61 ...,.... -,-..... •-.....1,..w. ' 4F044.4 #N#A. 4 , - g:MR.29e4Petk .. :PSIta Irne ichtt frau ....._. • ton en rAt..„, 'nee •441=e .„ •ecific* oar -9)(1f . ec -4,#4.- - •••.t‘.-;4o.' • tte$ "- II-S. e.i."1„,,H,sesk_,-efinin: e :s• aom i otsifite.as .F.0 Strong back/ SpreaderBar 1 0' • Approximately 1/2 tO truss length Greater than 60' UND:BRACING:BUILDING 10 edg ritirklafiMtkok:!!.. • TY.Plag..i'f.frit- End wan sia 'hitant*.:Plan •*. • Irussofbra Lit,/of truse • . . . • triit :11S71 Typal horizontal tie MemiieriNith muttiple atalcee (I-11) Frame 2 • 12 Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topside of the top chord. 4 or greater is r� ;:i .>J ,' {' 4 r.1. fi 3 I 7 a SPAN v R"` N11NiMU7. PITCFI, r Y, DIFFERENCE .. " i'A�k'1i'e�,4 g i `�. - i& ;. _' ',': sz s TOpiCHORD ryj LAT"RAL BRACE 2 'Aligs9 ry SPACING{LB) ii TOPCHORDx,t ' DIA�GRNAI2 RACE SPACING tDBS)s�b' Iw N VP e. £ 4 c". [# trusses] w SPlDfi;:.nSPF/HF 17 .. 12 Up to 28' 2.5 7' � Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer Continuous Top Chord Lateral Brace Required {; Attachment Required all'latei.a[ rases apped at; least 2. . cusses :1 ?sue SPAN ii. * :'Upto32 y. ,: MINIMUM PITCH 1- ' TOP CHORD LATERAL bfLACE SPACING{LBS) : ,,., TOP CHORD DIAGb 4AL BRACE SPACi IG {DBE• t [#trusses] . SP/DF,- SP ° SPF/HF 4/12. 8 20 _ 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir • All lateral braces ,\._lapped at least..2 ' trusses. SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required 10" or Greater Attachment Required Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Frame 3 CISSORS TRUSS 12 ---1 4 or greater :Bottom chord diagonal-•brac•ing repeate at.each end :of the. bwtding aa nd t.same. 4aCing,:aS.toPLChbr,d diagonal bracing:' Pernianent. continuous lateral bracing as specified bythe -truss engineering. SPAN ; MINIMUM PITCH BOTT•OM'CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [#trusses] SP/DF . SPFIHF 15 Up to 32' 4/12 15' 20 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 _ 4 Over 60' See a registered professional engineer Frame 4 DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir. A. - --" All lateral braces . • lapped at least trusses. BOTTOM OHa13 PLAN! Cross bracing repeated. at`.each end of the building and at 20' intervals. 4. at 4- SPAN ... MINIMUM DEPTH- •.. . TOP CHORD ' LATERAL BRACE SPACING(LBs) .: _ c TOP CHORD DIAGONALBRACE SPACING (DBsj • {#trusses] SP/DF .. SPF/HF Upto32' 30" _ ,:.:,:.. 8' : 16 10 Over 32'.- 48' 42" ., 6' 6 4 Over 48' - 60' 48" .._.. _._. _ —5' 4 2 . Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern-Pihe HF - Hem -Fir SPF - Spruce -Pine -Fir The 'end diagonal brace • toi .cantiie�ered; trusses must. be r.placed on vektical.. webs.in;line with the support. 2x.4/2X6 PARALLEL CHORD TRUSS Top chords tha'are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. End diagonals are eessen�ytalfort stability and ,mustbe duplicated both ends of the trusssystem �3s L'ItrII1 `-`'r 4teWsi tug 'arm tU fVI G 0 wretrie RD TRUSSTOP CHORD:; Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. End diagonals are essex stability arid must beduplicate; both .ends .of the truss system. Frame 5 Continuous Top Chord Lateral Brace Required • 10' or Greater Attachment Required Continuous Top Chord Lateral Brace Required 10" or Greate Attachment j Required --� 30" or greater x 31/2n x Trusses musthave lum- ber.oriented in the hori- zontal direction to use this brace spacing. • SPAN MINIMUM PITCH..::: :, , TOP CHORD .L TERALBRACE "SPACING(LBS) • TOP CHORD :...- DIAGONAL BRACE SPACING (DB8) :• : [# trusses] SP/DF SPF/HF 12 Up to 24' 3/12 8' 17 Over 24' - 42': _ 3/12 . 7' : 10 6 Over 42' - 54' 3/12 6'; := . 6 . 4 Over 54'.. _ See a registered professional engineer DF - Douglas Far -Larch HF-.Hem-Fir ' SP - Southern Pine SPF -.Spruce-Pine-Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse ifthere is no diago- na lbraoing. Diagohal bracing should be nailed to' the underside of the top chord when purlins are attached to the topside of the top chord. Maximum Misplacement Lesser of D/50 or 2'' Plumb .Line. 12 3or \\\greater h!NSt ttAT1C3t4'`TQLER ES 12" 1/4" 1' 24" 1 /2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' • OUT-OF-PLUMB•INSTALLATION TOLERANCES.• L(In) L(in) L/200 . L(ft) 50" 1/4" 4.2' 100" 1 /2" 8.3' 150" 3/4" 12.5' All lateral braoes lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 4 :.Lesser Af :L/200 or 2" - L(in) Lesser of L/200 or 2" Llin) 1./260 LA 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES.' Frame 6 BUILDING P RMIT APPLICATION BUILDING ❑ ELECTRIC ❑PLUMBING ❑ MECHANICAL JOB ADDRESS: 150 NE 108 Street Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ ROOFING ❑ PUBLIC WORKS I '1TVED MAY 4 2017 FBC 20tk- Master Permit No. T \C \ 6 -l9 8( Sub Permit No. REVISION ❑ EXTENSION 1 1 RENEWAL n CHANGE OF ❑ CANCELLATION n SHOP CONTRACTOR DRAWINGS City: Miami Shores Folio/Parcel#:11-2136-009-0040 Occupancy Type: Load: County: Miami Dade Zip: Is the Building Historically Designated: Yes NO Construction Type: Flood Zone: OWNER: Name (Fee Simple Titleholder): Emily Bradfute & Jeffrey Kolokoff Address:150 NE 108 Street BFE: FFE: Phone#:305-679-9744 City: Miami Shores State: FL Zip: 33161 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: ORONI, Inc Address: 14040 NW 6 Court Phone#: 305-685-0412 City: North Miami State: FL Qualifier Name: Orlando Iglesias Zip: 33168 Phone#: 305-685-0412 State Certification or Registration #: CBC1251654 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ C d'("-� / t& <fie-Square/Linear Footage of Work: Type of Work: ❑ Addition 1 I Alteration ❑ New ❑ Repair/Replace Description of Work: Cflue n�AMciba Demolition I Specify color of color flru tile:, ram" Submittal Fee $ " "'" 'Permit Fee.$; CCF $ f ` "' CO/CC $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ G Scanning Fee $ - (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) r, Mortgage Lender's Address City ' State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating • construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signatur OWNER or AGENT Theo instrument was acknowledged before me this rid 20 1'1 day of May, , by Cr,s1\, $rad,f1,14.<, , who is personally known to me or who has produced 1)4-- on -tlq_, as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: G IACZ Seal: ************** ...111 % Suyapa t. Vasquez Commission 1 FF942611 fkl Expires: December 9, 2019 Signature --� ----�r� CONTRACTOR The foregoing instrument was acknowledged before me this day of MAC/ , 20 1 7 , by Op-Iar4o Ijesl . , who is personally known to me or who has produced DL On -h ie as identification and who did take an oath. NOTARY PUBLIC: Su yqP A" `t" V. cvt e k Suyapa T. Vasquez =?* ,.. �% Commission 0 FF942611 -" • "` " Expires: December 9, 2019 Bonded thru Aaron Notarx �`- APPROVED BY Sign: Print: Seal: Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) (2_06-n1236 CRIATED MAY 242017 Site Information: Project CustomerKOLOKOFF 8 BRA JTE-- Site Address:150 NE 108 ST. MIAMI SHORES St: FL. Zip: General Truss Engineering Criteria & Design Loads (individual Truss Design brawings Show Royal Truss Manufacturing 5075 NW 79th Ave. Doral, FL 33166 Tel: (305) 822-0020 x:j305) 851-5860 Special Loading Conditions): Design Code: Wind Code: FBC2014/TPI2007 Design Program: 7.63 Jul '9 2015. Roof Load: Wind Speed: 175 mph 55.0 psf Floor Load: N/A •••• • This package includes 28 individual, dated Truss Design Drawings and 0 AdditiionalDgrawirf'• With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and tlliViridex sheet'• conforms to 61G15-31.003, section 5 of the Florida Board of Professional EngineecsRules. • No. Date 4 Truss ID# Seal# 1 . 04/27/17 CJ9 A0041420 2 04/27/17 GR1 A0041421 3 04/27/17 H 1 A0041422 4 04/27/17 H2 A0041423 5 04/27/17 H3 A0041424 ' 6 04/27/17 H4 A0041425 7 04/27/17 H5 A0041426 8 04/27/17 H6 A0041427 9 04/27/17 J1 A0041428 10 04/27/17 J3 A0041429 11 04/27/17 J5 A0041430 12 04/27/17 J7 A0041431 13 04/27/17 J7A ,' A0041432 14 04/27/17 M1 A0041433 15 04/27/17 T1 A0041434 16 04/27/17 T1A A0041435 17 04/27/17 T1B A0041436 18 04/27/17 T2 A0041437 19 04/27/17 T2A A0041438 20 04/27/17 V1 A0041439 21 04/27/17 V13 A0041440 22 04/27/17 V17 A0041441 23 04/27/17 V21 A0041442 No. Date Truss ID# Seal# 24 04/27/17 V25 '„ A0041443 25 04/27/17 V29 A0041444 26 04/27/17 V3 A0041445 27 04/27/17 V5 A0041446 28 04/27/17 V9 A0041447 The truss drawing(s) referenced above have been prepared by MiTek '-'Industries, Inc. under my direct supervision based on the parameters provided by Royal Truss Manufacturing, ' " ' Truss Design Engineer's Name: Orlando M. Fortun, P.E. PE # 22249, EB# 0005512 NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Page 1 of 1 • • • • • • • • •. • • • • •••• • • • • • • • • •• • • • • • • • • • • • • • •• •• • • • • • • • • • • • • • • •• • • • • • • • • • • • •• ``%�tttt�1tmrrio `�t�..P�,oO MA8i/� '% �-*+*` ° Job Truss Truss Type Qty Ply A0041420 4-11-17 CJ9 ROOF TRUSS 3 1 Job Reference (optional) 3-2-14 3-2-14 2 3x4 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:00 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-n5Y pLewuC01 FmPYw2r2ob24p9mVioALxM7CTV4zM U Ez 6-5-1 I 9-10-13 3-2-4 3-5-12 1.77 rff W2 10 3 3x4 W3 3x4 I 4 5 W5 Scale= 1:18.3 3x4 = 2-9-3 2-9-3 Plate Offsets (X,Y)-- [4:0-2-8,0-0-4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 ], [ 9 2x4 II 32141 0-5-11 7:0-3-0.0-2-12 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.30 BC 0.32 WB 0.18 (Matrix) 6-5-1 3-2-4 DEFL. Vert(LL) Vert(TL) Horz(TL) 8 4x4 = in (loc) -0.01 8 -0.03 8 0.00 7 • • • • • •• • • • ►0013 • •i3i5i1Z • I/defl LRi • • >999 24e• • • >999 'C80 • n/a p/a • • • • • 7 • • 6 •••5x6 = • ••• • • • •• • - •• • • • • • •• • PLATES GRIP • • • • MT20 • 244/19(i• • •• • • • • • - • W eig qt: 4 2 lb f•T•� 8% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (Ib/size) 7=692/Mechanical, 9=639/0-11-5 (min. 0-1-8) Max Horz 9=166(LC 4) Max Uplift7=-544(LC 5), 9=-816(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-728/131, 2-10=-824/346, 3-10=-780/351, 4-7=-339/409 1-9=-120/711, 8-9=-120/545, 7-8=-492/794 2-9=-553/582, 2-8=-810/862, 3-8=-116/304, 3-7=-743/433 • • •• Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-2-14, Interior(1) 3-2-14 to 9-10-13; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 Ib uplift at joint 7 and 816 Ib uplift at joint 9. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 OtOrkITKOOD IIVL talgattain COMILltittgelleft PA me to so tomes ►�BaAo+ � Is• f Hm iwa aas+noaes` APR 2 7 2017 Job Truss Truss Type Qty Ply A0041420 4-11-17 CJ9 ROOF TRUSS 3 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:00 2017 Page 2 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-n5YpLewuCOI FmPYw2r2ob24 p9mVioALxM 7CTV4zM UEz LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 1=0(F=45, B-45)-to-4--217(F--63, B--63), 4=-157(F=-63, B=-63)-to-5=-163(F=-66, B=-66), 1=0(F=10, B=10)-to-6=-49(F=-15, B=-15) • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • • • •• • • • • • • •••• •• • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • •i APR 272017 Job Truss Truss Type Qty Ply A0041421 4-11-17 GR1 ROOF TRUSS 1 2 Job Reference (optional) 3-8-9 3-8-9 7-0-0 3-3-7 2.50 12 3x6 2 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:00 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzMVZV-n5Y pLewuCOI FmPYw2r2ob24nymTLo9ixM7CTV4zM UEz 10-1-0 13-2-0 16-5-7 20-2-0 3-1-0 3-1-0 i 3-3-7 I 3-8-9 4x8 = 3 12 11 4x4 = 4x6 = 2x4 I I 4 3x8 = 2-0-0 7-4-p 7-0-0 10-1-0 13-2-0 2-0-0 4- 4-8-0 3-1-0 3-1-0 4-8-0• • • 4x8 = 5 4x4 = 3x6 17-1 -0 • •• • 6 4x6 •••• • • 16!40. 20-2-0 d4-0. • • 2-0-0 • . • •• • PLATES 24'4/190 ' Scale = 1:33.8 7 CD I • Plate Offsets (X,Y)-- [2:0-0-4,0-1-8], [3:0-5-4,0-2-0], [5:0-5-4,0-2-0], [6:0-0-4,0-1-8], [8:0-3-0,0-0-12], [13:0-3-0,0-0-42]•.•. • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS CSI, TC 0.44 BC 0.47 WB 0.22 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 10 >999 2.415. • • Vert(TL) -0.25 10 >804 18t' •' Horz(TL) 0.04 8 n/a M9: • • BRACING - TOP CHORD BOT CHORD (Ib/size) 13=2179/0-8-0 (min. 0-1-8), 8=2179/0-8-0 (min. 0-1-8) Max Horz13=-22(LC 5) Max Upliftl3=-1492(LC 4), 8=-1492(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-303/0, 2-3=-5496/3181, 3-4=-6092/3628, 4-5=-6092/3628, 5-6=-5496/3180, 6-7=-303/0 1-13=0/301, 12-13=-1865/3377, 11-12=-3029/5373, 10-11=-3029/5373, 9-10=-3036/5373, 8-9=-1844/3377, 7-8=0/300 2-12=-1209/2111, 3-12=-81/336, 3-10=-554/898, 4-10=-625/534, 5-10=-554/898, 5-9=-80/336, 6-9=-1210/2111, 2-13=-3725/2454, 6-8=-3725/2454 •• • • • • • • • • . Structural wood sheathing directlyapptiesl or 4-1t)-4 oc • • M • • • • • •••• • • Waiglst.219Ib • • purlins. • • • Rigid ceiling directly'tplidd or 9-914•gc Facing.• •• • NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "(3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-3-0, Interior(1) 3-3-0 to 20-2-0; cantilever left and right exposed ; - Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 7) Plate(s) atjoint(s) 1, 3, 5, 7, 12, 2, 10, 4, 9, 6, 13 and 8 checked for a plus or minus 0 degree rota 8) Plate(s) at joint(s) 11 checked for a plus or minus 4 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other li Continued on page 2 u seen Ir,4iii.cIci.ova. esoream OW011.1.15 PA mmesa tlsetatIatI EDAaas W. OtA►AN= Nit. ORO>3oi•1S61 APR 272017 Job Truss Truss Type Qty Ply A0041421 4-11-17 GR1 ROOF TRUSS 1 2 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:00 2017 Page 2 I D:77Y7m6aFGBONecZxy?ge3RzMVZV-n5YpLewuCOIFmPYw2r2ob24nymTLo9ixM7CTV4zM UEz NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1492 Ib uplift at joint 13 and 1492 Ib uplift at joint 8. 11) Girder carries hip end with 7-0-0 end setback. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 Ib down and 467 Ib up at 13-2-0, and 706 Ib down and 467 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-187(F=-97), 5-7=-90, 1-12=-20, 9-12=-42(F=-22), 7-9=-20 Concentrated Loads (Ib) Vert: 12=-706(F) 9=-706(F) . • .. • . . . .... . . . .. . . • ... . . • . . . .. . . • . . . • .... • .. • • .. .. .... . . • .. • • . . • • . • • • • • • .. . . • dattalteCIINDIPA 10116 /61101:11 ' A2V1 CA mow MUMS NakitaMA ass APR 272017 Job Truss Truss Type Qty Ply A0041422 4-11-17 H1 ROOF TRUSS 1 1 Job Reference (optional) 1 2-4-0 2-4-0 3x4 2 12 9-0-0 6-8-0 2.50 12 4x8 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:00 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-n5Y pLewuCOI FmPYw2r2ob24i RmUGo39xM7CTV4zM UEz 11-2-0 17-10-0 20-2-0 2-2-0 i 6-8-0 2-4-0 4x4 = 3 4 W 3x4 13 5 W2 Scale = 1:34.8 6 3x4 = 11 2x4 I I 2-0-0 9-0-0 2-0-0 -4- 6-8-0 Plate Offsets (X,Y)--[3:0-5-4,0-2-0], [4:0-1-12,0-2-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 10 9 3x4 = 4x4 = CSI. • TC 0.73 BC 0.42 WB 0.58 (Matrix) 11-2-0 2-2-0 8 4x8 = 18-2-0 7-0-0 DEFL. in (loc) I/defl Vert(LL) -0.07 8-9 >999 Vert(TL) -0.17 9-11 >999 Horz(TL) 0.01 7 n/a • • • • • • • • • aab• •' 18b"' 11/tt.• •• • • •• 7 2x4 I I •••• • • • • •h-2-0 i• • *4-0 • • • •• • 3x4 = I0 o • • • ••.••. PLATES GRip•••: M1'tl. ' • 244/190 • .• • • •••• Weigat.90Ib F7'.=.070 • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 11=1109/0-8-0 (min. 0-1-8), 7=1109/0-8-0 (min. 0-1-8) Max Horz 11=23(LC 4) Max Upliftl1=-800(LC 4), 7=-800(LC 5) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-335/0, 2-12=-1589/530, 3-12=-1521/542, 3-4=-1485/556, 4-13=-1577/541, 5-13=-1589/528, 5-6=-333/0 1-11=0/312, 10-11=0/289, 9-10=0/289, 8-9=-412/1485, 7-8=0/309, 6-7=0/309 2-11=-986/737, 2-9=-713/1261, 5-8=-710/1261, 5-7=-985/736 • • Structural wood she athin•q direct) iapplied or 3-2-12 oc • • purlins. • • • Rigid ceiling directly'al3plidd or 1110-O.p*racing ExcdPpt: 8-11-9 oc bracing: 8-9. • • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 20-2-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding' 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 800 Ib uplift at joint 11 and 800 Ib uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard tiCKLINICOMPA.pak ciLl .• Pa too Weer vasesseit teaaa+l,itartiAaar ts•r ►x» 140.trret►a31424 APR 272017 Job Truss Truss Type - Qty Ply A0041423 4-11-17 H2 ROOF TRUSS 1 1 Job Reference (optional) I 2-4-0 I 2-4-0 3x8 2 19 O 3x4 = 18 3x5 II 2-0-0 2 4 0 i 2-0-0 0-4-0 Plate Offsets (X,Y)-- 6-8-0 4-4-0 2.50 F1T 3x4 3 11-0-0 4-4-0 4x8 = 4 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:01 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-FH6CY_xWzJQ6NY76bZZ17Fdvu9i3XUb4bnx11 WzMUEy 17-1-8 23-3-0 I 27-7-0 i 31-11-0 34-3-0 6-1-8 6-1-8 4-4-0 4-4-0 2-4-0 2x4 II _5 4x8 = 6 W 5 17 16 15 6x8 = 4x4 = 3x4= 6-8-0 11-0-0 4-4-0 4-4-0 [2:0-3-12,0-1-8], [4:0-5-8,0-1-12] ,0-1-8] W 5 14 3x8 = 13 5x6 WB= 3x4 = 3x4 7 3x8 20 8 Scale = 1:59.5 9 12 11 10 3x4 = 3x5 I I 6x8 = • • •• • • • • • • • • Id? 17-1-8 6-1, 8 l 6-1-823-3-0 I 27-7-0 4-4-0 • • • • •31-11-0 4-4-•31-034-3-0 i •' 0 • 0 so•2-0-0 , [6:0-5-8,0-1-12], [8:0-3-12,0-1-8], [10:0-2-12,0-1-8], [11:0-3-..0.3-014 [17:0-3.$4-33], [18:p,2.1Z• • N LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 2x4 SP No.2 *Except* T2: 2x4 SP M 30 2x4 SP No.2 2x4 SP No.2 2x4 SP No.2 CSI. TC 0.62 BC 0.89 WB 0.76 (Matrix) DEFL. in (loc) I/defl Idd ' • • Vert(LL) -0.39 14 >903 240"' Vert(TL) -0.89 14-16 >401 180: • • Horz(TL) 0.16 10 n/a R/e • • BRACING - TOP CHORD BOT CHORD (lb/size) 18=1884/0-8-0 (min. 0-2-4), 10=1884/0-8-0 (min. 0-2-4) Max Horz 18=23(LC 4) Max Upliftl8=-1108(LC 4), 10=-1108(LC 5) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. 1-2=-325/11, 2-19=-3708/1539, 3-19=-3661/1547, 3-4=-4061/1810, 4-5=-4827/2235, 5-6=-4827/2235, 6-7=-4061/1810, 7-20=-3661/1547, 8-20=-3708/1539,8-9=-324/11 1-18=0/323, 17-18=0/301, 16-17=-1408/3584, 15-16=-1617/3939, 14-15=-1617/3939, 13-14=-1626/3939, 12-13=-1626/3939, 11-12=-1430/3584, 10-11=0/322, 9-10=0/322 2-18=-1711/990, 2-17=-1725/3575, 3-17=-548/358, 3-16=-234/600, 4-14=-489/1162, 5-14=-622/437, 6-14=-488/1162, 7-12=-234/600, 7-11=-548/358, 8-11=-1724/3575, 8-10=-1711 /990 • • • PLIMGS • • GI IP ' MT20 ' • 2411VD• • • • • • •• • • Weight.162Ib FT =.(1% • • • • • Structural wood sheathing.directlyapplied or 2-4:12.oc.: purlins. " • "' ; • • Rigid ceiling directly applied or 4-7-5 oc'bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 34-3-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 _ 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 15, 13. 5) Plate(s) at joint(s) 1, 4, 6, 9, 2, 18, 17, 3, 16, 14, 5, 12, 7, 11, 8 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 4 degree rotation about its center. 7) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. & AA% ben designed for a 10.0 psf bottom chord live load nonconcurrent with any other li e 6ira; atireanso COMF.LIMENSIMPA lee fie With emelt etetROROA eel 088/ I M(.O OM MOM APR 2 7 2017 Job Truss Truss Type Qty Ply A0041423 4-11-17 H2 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:01 2017 Page 2 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-FH6CY_xWzJQ6NY76bZZ17Fdvu9i3XUb4bnx11 WzMUEy NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1108 Ib uplift at joint 18 and 1108 Ib uplift at joint 10. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •• • • • • • • •••• • • • • •• • • ••• • • • • • •• • • • •••• •• • • • • • • •••• • •• • • •• •• •••• • •••• • • • • • • • • • • • • • • •0•••• a • • • • • • • •• • ••• • • • • • APR 2 7 2017 Job Truss Truss Type 1 Qty Ply A0041424 4-11-17 H3 ROOF TRUSS 1 1 Job Reference (optional) i 2-4-0 2-4-0 4 0 3x8 2 18 7-8-0 5-4-0 2.50 12 3x4 3 13-0-0 5-4-0 4x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:01 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-FH6CY_xWzJQ6NY76bZZ17Fdg59grXSg4bnx11 WzMUEy 17-1-8 i 21-3-0 26-7-0 31-11-0 l 34-3-0 4-1-8 4-1-8 5-4-0 5-4-0 2-4-0 3x4 = 4x4 = 6 3x8 = 5x6 WB= 3x4 7 3x8 198 Scale = 1:59.5 9 o N olio• • • • • •••• 2-0-0 2 4 0 7-8-0 13-0-0 21-3-0 26-7-0 1 • • 3•11-0 322--034-3-0 • l 2-0-0 o]410 5-4-0 I 5-4-0 I 8-3-0 l 5-4-0 I •• 3-4-0 • ak •2.0-o i • Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [4:0-1-12,0-2-0], [6:0-1-12,0-2-0], [8:0-3-4,0-1-8], [10:0-2-12,0-1-8], [11:0-3-8,444],•[36:0-3-$,41 O]:[17:0-Z,a0:1r8] • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS CSI. TC 0.92 BC 0.97 WB 0.88 (Matrix) DEFL. in (loc) Vert(LL)-0.3512-14 Vert(TL)-0.9012-14 Horz(TL) 0.15 10 BRACING - TOP CHORD BOT CHORD (Ib/size) 17=1884/0-8-0 (min. 0-2-4), 10=1884/0-8-0 (min. 0-2-4) Max Horz 17=23(LC 4) Max Upliftl7=-1095(LC 4), 10=-1095(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-295/0, 2-18=-3976/1641, 3-18=-3923/1651, 3-4=-3893/1697, 4-5=-3780/1695, 5-6=-3780/1695, 6-7=-3893/1697, 7-19=-3923/1651, 8-19=-3976/1641, 8-9=-294/0 1-17=0/290, 16-17=0/267, 15-16=-1504/3841, 14-15=-1504/3841, 13-14=-1683/4034, 12-13=-1683/4034, 11-12=-1527/3841, 10-11=0/289, 9-10=0/289 2-17=-1706/997, 2-16=-1786/3720, 3-16=-433/313, 3-14=-174/280, 4-14=-80/378, 5-14=-528/232, 5-12=-528/232, 6-12=-80/378, 7-12=-174/280, 7-11=-433/312, 8-11=-1785/3720, 8-10=-1706/997 I/defl L/gi >999 2.410•�• >393 18fl'•' n/a 11/a: • • •• •• • PLATES • M iuw. � • • •• • olio• • Weight.163Ib • • • • Structural wood shhathing directlyapplied. Rigid ceiling direct applli''ed or 2-2.-0 oc bracing.' MiTek recommends that Stabilizers and'required cross bracing be installed during truss'erection, in accordance with Stabilizer Installation guide. GRIP•••• 24.4/190 • olio•• • • • • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 34-3-0; cantilever left and right exposed ; - Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 15, 13. 5) Plate(s) at joint(s) 1, 4, 6, 9, 2, 17, 16, 3, 14, 5, 12, 7, 11, 8 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 checked for a plus or minus 4 degree rotation about its center. 7) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I. e 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 Coft�i}ita05n11 8 ft2at joint 10. Wands MIL theresun aterIMMEMIPA PA Chi/L Fs. 2pia a '> vases soma nimasip.Isis �• (eCRAWI1a M 1 0111/1314 $4 APR 2 7 2017 Job Truss Truss Type Qty Ply A0041424 4-11-17 H3 ROOF TRUSS 1 1 Job Reference (optional) NOTES- 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • ••• • • • • •••• • • • •• • • ••• • • • •• • • • •••• •• • • • • • • •••• • •• •••• • • • •• •• •••• • • • • • • • • • • • • • •• • • 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:01 2017 Page 2 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-FH6CY_xWzJQ6NY76bZZ17Fdg59grXSg4bnx11 WzMUEy � • • • • • • • • • • ••• • • • Off. PA Ftp. C l m9 d11� 1 11N411i;71+UI�i at-rous►�s -ow rawIT 312 4u APR 272017 Job Truss Truss Type Qty Ply A0041425 4-11-17 H4 ROOF TRUSS 1 1 Job Reference (optional) 4 0 I 2-4-0 I 2-4-0 3x8 2 19 3x4 = 18 3x5 II 2-0-0 2470 2-0-0 0-4-0 Plate Offsets (X,Y)-- LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS 8-8-0 6-4-0 3x4 3x4 3 4 6x8 = 15-0-0 6-,4-0 2.50 12 4x8 = 17 16 15 5x6 WB= 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:01 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-FH6CY_xWzJQ6NY76bZZ17FdtK9gXXTz4bnx11 WzMUEy 19-3-0 I 25-7-0 I 31-11-0 I 34-3-0 4-3-0 6-4-0 6-4-0 2-4-0 4x4 = 14 13 3x8 = 5x6 WB= 3x4 3x4 ; 7 8 12 6x8 = 3x8 20 g Scale = 1:60.8 10 11 3x4 = 3x5 I I 0 8-8-0 I 15-0-0 I 19-3-0 I 25-7-0 I 31-11-0 , 2� -034� 6-4-0 6-4-0 4-3-0 6-4-0 6-4-0 • 0-4E42-0-0 [2:0-2-12,0-1-8], [5:0-5-4,0-2-0], [6:0-1-12,0-2-4], [9:0-2-12,0-1-8], [11:0-2-12,0-1-8], [12:0-3-8 3-3-0 417:0-3-8'&-8,0], [18:0•2.ia•• ,0-1-8] •• • . •.• • SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 2x4 SP No.2 *Except* T2: 2x4 SP M 30 2x4 SP No.2 2x4 SP No.2 2x4 SP No.2 • CSI. TC 0.72 . BC 0.99 WB 0.80 (Matrix) DEFL. in (loc) I/defl Vert(LL)-0.3315-17 >999 Vert(TL)-0.80 15-17 >446 Horz(TL) 0.14 11 n/a BRACING - TOP CHORD BOT CHORD WEBS (Ib/size) 18=1884/0-8-0 (min. 0-2-4), 11=1884/0-8-0 (min. 0-2-4) Max Horz18=-23(LC 5) Max Upliftl8=-1081(LC 4), 11=-1081(LC 5). - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-261/0, 2-19=-4150/1680, 3-19=-4090/1685, 3-4=-4045/1692, 4-5=-3629/1568, 5-6=-3504/1570, 6-7=-3630/1568, 7-8=-4045/1692, 8-20=-4090/1685, 9-20=-4150/1680, 9-10=-261/0 1-18=0/261, 17-18=0/261, 16-17=-1541/4004, 15-16=-1541/4004, 14-15=-1346/3503, 13-14=-1560/4004, 12-13=-1560/4004, 11-12=0/261, 10-11=0/261 2-18=-1709/999, 2-17=-1771/3766, 4-17=-319/290, 4-15=-653/222, 5-15=-24/310, 5-14=-277/278, 6-14=-23/308, 7-14=-652/223, 7-12=-320/289, 9-12=-1770/3765, 9-11=-1709/999 WQQd. % 24 0••• 8 nP••. • •• • • •. • • PLATE1 GRIP MT20 24 41,90.: • • • • •• • • • • • •• Weigle ft'96 Ib FT:aGeo •••. • • • Structural wood shtathThdirectI appligd or 2-3-4 oc • purlins. Rigid ceiling directly appri®d or 2--0 oc bracing.' 1 Row at midpt " 2-17, 9-'12' • ; • • • MiTek recommends that Stabilizers Oct required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 34-3-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 13. 5) Plate(s) at joint(s) 3, 5, 6, 8, 1, 2, 18, 17, 4, 15, 14, 7, 12, 9, 11 and 10 checked for a plus or minus about its center. 6) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 3 degree rotation about its center. da-wres P bpizrn designed for a 10.0 psf bottom chord live load nonconcurrent with any other li M APR 2 7 2017 Job Truss Truss Type Qty Ply A0041425 4-11-17 H4 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:01 2017 Page 2 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-FH6CY_xWzJQ6NY76bZZ17FdtK9gXXTz4bnx11WzMUEy NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1081 Ib uplift at joint 18 and 1081 Ib uplift at joint 11. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • •• • • •Y•• • • • • • • • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • •••• • •• • • •• •• • • • • • • • • • • • •• • • • • • • • • • • • • • • •• • • ••• • • • CoMMESEIMPAPA NEM CANON CAS /612111111141 12910 mama �Y�•NY4 nal te• eiVA63 29 M. 1 APR 2 7 2017 WEBS OTHERS SLIDER REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3x6 = Job Truss Truss Type Qty PIy A0041426 4-11-17 H5 ROOF TRUSS 1 3 Job Reference (optional) I 2-4-0 I 2-4-0 2.50 F1T 7-0-0 4-8-0 4x10 20 2 6x6 = 3 11-5-12 4-5-12 3x4 = 4 5x8 = 19 18 17 6x16 MT2OHS= 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:02 2017 Page 1 15-11-8 I 18-3-8 I 22-9-4 27-3-0 31-11-0 I 34-3-0 4-5-12 2-4-0 4-5-12 4-5-12 4-8-0 2-4-0 ID:77Y7m6aFGBONecZxy?ge3RzM VZV-jTgalKx8jdYz?i hJ9G4GgTA5XZOnG31EgRhaZzzM U Ex 2x4 I I 3x8 = 6x6 = 5 6 7 3x8 = 8 16 15 14 13 2x4 I I 3x8 = 2x4 I I 5x12 MT2OHS WB= 6x6 = 9 12 3x4 = 5x12 10 21 Scale = 1:58.2 5x10 = 3x8 = 0 0 2-0-0 21410 7-0-0 11-5-12 15-11-8 I 18-3-8 I 22-9-4 27-3-0 31-11-0 .4,034-3-0 2-0-0 0-4-0 4-8-0 4-5-12 4-5-12 2-4-0 4-5-12 4-5-12 4-8-0 • a 2-0-0 Plate Offsets (X,Y)-- [1:0-4-9,Edge], [3:0-3-0,0-3-8], [7:0-3-0,Edge], [9:0-3-0,0-4-0], [11:0-3-9,Edge], [17:0-3-12,0-3:0] ••, •••• • ••• • • PLAveS• • G I • • MT20 • • 244/190 • MT2OHS 18SL1.44B•: •• • • • • • • • W�fght:'148Ib FT•r0% ••• SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x6 SYP No.2 BOT CHORD 2x4 SYP SS *Except* B3: 2x4 SP M 30 2x4 SP No.2 2x4 SP No.2 Left 2x4 SP No.2 2-11-4, Right 2x4 SP No.2 2-11-4 (Ib/size) 1=3099/0-8-0 (min. 0-1-8), 11=3787/0-8-0 (min. 0-1-8) Max Horz 1=-21(LC 5) Max Upliftl=-1766(LC 4), 11=-2227(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. 1-20=-11683/6573, 2-20=-11614/6579, 2-3=-11613/6584, 3-4=-11510/6559, 4-5=-17303/10011, 5-6=-21839/12838, 6-7=-21839/12838, 7-8=-21839/12838, 8-9=-14376/8478, 9-10=-14517/8529, 10-21=-14519/8523, 11-21=-14599/8517 1-19=-6344/11308, 18-19=-9905/17303, 17-18=-12467/21395, 16-17=-12467/21395, 15-16=-12467/21395, 14-15=-11283/19363, 13-14=-11283/19363, 12-13=-11283/19363, 11-12=-8214/14133 3-19=-1200/2257, 4-19=-6343/3709, 4-18=-899/1611, 5-18=-4441/2736, 5-16=-686/1132, 5-15=-329/612, 6-15=-944/617, 8-15=-1535/2716, 8-12=-5490/3155, 9-12=-1502/2701 CSI. TC 0.56 BC 0.99 WB 0.25 (Matrix) DEFL. in (loc) Vert(LL) 0.9415-16 Vert(TL) -1.71 15-16 Horz(TL) 0.30 11 BRACING - TOP CHORD BOT CHORD I/defl Wd••• >428 26Q•i• >235 18Q••• n/a n/a •••• • • • • •• •• •••• • • Structural wood shcahing•directly applied or 5-11-11A purlins. • • ' • • • Rigid ceiling directly applied or 7- -6•a .tracing. • • • • •• • ••• • • • Of NOTES- - 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. - 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only Toads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. Continued on page 2 • GP&/ClacECla.. P& eit as �-r ,>w end P. nxan N • APR 2 7 2017 Job Truss Truss Type Qty Ply A0041426 4-11-17 H5 ROOF TRUSS 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:02 2017 Page 2 NOTES- 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 33-11-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1766 Ib uplift at joint 1 and 2227 Ib uplift at joint 11. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1157 Ib down and 775 Ib up at 15-11-8, and 692 Ib down and 464 Ib up at 27-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-9=-188(F=-98), 9-11=-90, 1-16=-20, 12-16=-42(F=-22), 11-12=-20 Concentrated Loads (Ib) Vert: 16=-1157(F) 12=-692(F) I D:77Y7m6aFGBONecZxy?ge3RzMVZV-jTgalKx8jdYz?ihJ9G4GgTA5XZOnG31Eq RhaZzzM UEx .•• • . . • • •.•• • • • • •• • • • • • • • • . • •• • ..• • • • • • • • • •• • • . • • .. .... . . . .. •• • • • • . • • •. . •.• • • . • • • • • • •. . •.. • ourizoTolito on. format= COMILTMISMISS PA tilpd6 IftatrtACIMILAINDA11ie at• OW11.4416• POW INOMIaiw APR 272017 Job Truss Truss Type Qty Ply A0041427 4-11-17 H6 ROOF TRUSS 1 1 Job Reference (optional) 2-4-0 I 2-4-0 5-8-0 3-4-0 2.50 FIT 3x4 3 9-0-0 3-4-0 2x4 I I 3x4 = 13-1-10 4-1-10 5x8 = 2x4 I1 5 20 19 18 5x6 WB= 3x8 12-0-0 21410 5-8-0 I 9-0-0 I 13-1-10 2-0-0 0-4-0 3-4-0 3-4-0 4-1-10 Plate Offsets (X,Y)-- [2:0-5-0,0-1-0], [4:0-5-4,0-2-12], [ LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:02 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-jTgalKx8jdYz?ihJ9G4GgTA_CZ3 pG 1 vEgR haZzzM UEx 17-1-8 21-1-6 I 25-3-0 I 28-7-0 31-11-0 34-3-0 3-11-14 3-11-14 4-1-10 3-4-0 3-4-0 2-4-0 7x8 = 6 2x4 II 7 17 16 15 2x4 II 3x8 = 5x12 MT2OHS= 17-1-8 I 21-1-6 3-11-14 3-11-14 6:0-3-0,0-4-8], [8:0-5-4,0-2-12], [10:0-5-0,0-1-0 CSI. TC 0.96 BC 0.79 WB 0.37 (Matrix) 25-3-0 4-1-10 DEFL. in (loc) Vert(LL) -0.49 17 Vert(TL) -1.10 17 Horz(TL) 0.19 12 5x8 = 8 14 3x4 9 13 3x4 = 2x4 II I/defl >727 >323 n/a • • • • • •• • 2i1-• • I 3-4-0 • ••.• Lid••• •• n/a • 3x10 II 24 10 12 • • • • • • • • • • Scale = 1:58.2 O Id? • • • • • • • 31-114• 331-034-3-0 3-4-0 .0-4-0 2-0-0 • •. • •• • • PLATES• GRfF; • • • MT20.••• 2441$90 MT•24i$ 1871143. • • • • W .ight: 183 Ib F =-.11 N LUMBER - TOP CHORD 2x6 SYP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD BOT CHORD (lb/size) 22=1884/0-8-0 (min. 0-2-4), 12=1884/0-8-0 (min. 0-2-4) Max Horz 22=20(LC 4) Max Uplift22=-1122(LC 4), 12=-1122(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-2510/937, 2-23=-2789/1117, 3-23=-2777/1123, 3-4=-4249/1907, 4-5=-5420/2509, 5-6=-5420/2509, 6-7=-5413/2505, 7-8=-5413/2505, 8-9=-4250/1907, 9-24=-2777/1122, 10-24=-2789/1116, 10-11=-2509/936 1-22=-964/2559, 21-22=-943/2559, 20-21=-943/2559 19-20=-1746/4162 18-19=-1746/4162, 17-18=-2571/5826, 16-17=-2573/5821, 15-16=-2573/5821, 14-15=-1763/4163, 13-14=-963/2559, 12-13=-963/2559, 11-12=-963/2559 2-22=-1451/870, 3-20=-906/1744, 4-20=-421/297, 4-18=-691/1519, 5-18=-364/255, 6-18=-536/225, 6-15=-541/236, 7-15=-346/244, 8-15=-685/1510, 8-14=-421/297, 9-14=-906/1745, 10-12=-1451/870 • • • • Structural wood shestiningelirectlyiappliel. • Rigid ceiling directly applied or 4-7-2 oclxacing. • • • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 34-3-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 19. 6) Plate(s) atjoint(s) 1, 4, 8, 11, 2, 3, 21, 20, 18, 5, 6, 17, 7, 15, 14, 9, 13, 10 and 16 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 19 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other li Continued on page 2 CONLIMENNEM PA v&MO omen VP OS NA *NM PONALMADA 163• airaig64?A• fM . USW361424 APR 272017 Job Truss Truss Type Qty Ply A0041427 4-11-17 H6 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:02 2017 Page 2 I D:77Y7m6aFGBONecZxy?ge3RzMVZV-jTgalkx6jdYz?ihJ9G4GgTA_CZ3pG 1 vEgRhaZzzM U Ex NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1122 Ib uplift at joint 22 and 1122 Ib uplift at joint 12. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •••• • • • • •••• • • • •• • • • ••• • • • •• • • • • • • •••• •• • • • • • • • • •••• • •• • • •• •• • • • •••• • •••• • • • • •• • • • • • • • • • • • • •• • ••• • • • APR 272017 Job Truss Truss Type Qty Ply A0041428 4-11-17 J1 ROOF TRUSS 6 1 Job Reference (optional) 1-1-8 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:02 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-jTgalKx8jdYz?ihJ9G4GgTADpZEIG6hEgRhaZzzM U Ex 1-1-8 2.50 FIT 0-11-8 0-11-8 2 1-1-8 0-2-0 • • • • •• • • • • • • • • •••• • • • • • • • •• • Scale = 1:6.4 � • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.03 BC 0.09 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vel• • • Vert(LL) 0.00 4 >999 240• • • Vert(TL) 0.00 4 >999 180• • • Horz(TL) -0.00 2 n/a ly&•.. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD • • • • PLATES•• GRIP • MT20 •• 244/Tgg••. •••• • •••• . Weight:.3 Ib FT =.d i0 • • • • Structural wood shOatha 1lirectlyapplied or 1-113.pc. •: purlins. • • • • • • • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oe tracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=48/Mechanical, 3=-251/Mechanical, 4=321/0-1-8 (min. 0-1-8) Max Horz4=54(LC 4) Max Uplift2=-73(LC 4), 3=-251(LC 1), 4=-251(LC 4) Max Grav2=48(LC 1), 3=211(LC 4), 4=321(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint 2, 251 Ib uplift at joint 3 and 251 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard APR 2 7 2017 Job Truss Truss Type Qty Ply A0041429 4-11-17 J3 ROOF TRUSS 6 1 Job Reference (optional) 3x4 = 2-0-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:03 2017 Page I D:77Y7m6aFGBONecZxy?ge3RzM VZV-BgEyzgymUxggdsGVLcV DgiNAzN 1 ?ZxN24Q86PzM UEw 2-4-0 3-1-8 2-4-0 0-9-8 2.50 FIT 2 3x4 II 2x4 II 5 3-1-8 •••• • • • • • • • • • • •• • 2-0-0 1-1-8 • • • • • • • • •• • Scale = 1:8.5 •• • Plate Offsets (X,Y)-- [2:0-2-10,0-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.12 BC 0.92 WB 0.00 (Matrix) ••.. DEFL. in (loc) I/defl LM. • • Vert(LL) 0.00 5 >999 2j10. • Vert(TL) 0.00 4-5 >999 1' . • Horz(TL) 0.06 2 n/a n/a • •• • • PLATES• • GRfP • • • MT20•••• 244444 • •••• • W eight: 1.0 Ib •.••.• • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD • FT=O% • • Structural wood sheathing directly►appliect or 3-1•8 oc purlins. • • BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 4=-413/Mechanical, 5=566/0-8-0 (min. 0-1-8), 2=188/Mechanical Max Horz 5=113(LC 4) Max Uplift4=-413(LC 1), 5=-1165(LC 5), 2=-287(LC 4) Max Grav4=822(LC 5), 5=566(LC 1), 2=188(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide metal plate or equivalent at bearing(s) 2 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 413 Ib uplift at joint 4, 1165 Ib uplift at joint 5 and 287 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 0 1. / tan raw aeons CM. P�Csst1lNl. USa<sThbilgepeiN,aaoe i APR 272017 Job Truss Truss Type Qty Ply A0041430 4-11-17 J5 ROOF TRUSS 6 1 Job Reference (optional) 6 3x4 = 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:03 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-BgEyzgymUxggdsGVLcVDgiHNzVd?YVN24Q86PzMUEw 2-4-0 5-1-8 2-4-0 i 2-9-8 2-0-0 2.50 12 2x4 I I 2 2x4 II 7 5-1-8 3 • • • • • •• • 4 2-0-0 3-1-8 • • • 0000 Scale = 1:11.2 • ••• • • • • • •I• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014ITPI2007 CSI. TC 0.49 BC 0.44 WB 0.09 (Matrix) DEFL. in (loc) I/defl Ud • • • Vert(LL) -0.02 4-5 >999 2... Vert(TL) -0.02 4-5 >999 1$Q.,. Horz(TL) 0.04 3 n/a ria • • • • • • • • • • • PLS • • GRIP • MT 0 • • 244M1€00 •• • .•.• • Weight: , 6 Ib FT =Q% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING- • • • • TOP CHORD Structural wood sheathirogirectlytipplied or 5-1-1:pK••: purlins. .. • ••• • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 8odracing. REACTIONS. (Ib/size) 3=40/Mechanical, 4=-21/Mechanical, 5=512/0-8-0 (min. 0-1-8) Max Horz 5=144(LC 5) Max Uplift3=-43(LC 5), 4=-21(LC 1), 5=-825(LC 4) Max Grav3=40(LC 1), 4=108(LC 4), 5=512(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-361/524 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-9-8; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 3, 21 Ib uplift at joint 4 and 825 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard APR 2 7 2017 Job Truss Truss Type Qty Ply A0041431 4-11-17 J7 ROOF TRUSS 5 1 Job Reference (optional) 2-4-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:03 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-Bg EyzgymUxggdsGVVcVDgiHgzWn?YUN24Q86PzM U Ew 7-0-0 2-4-0 2x4 11 2 6 2.50 12 T1 4-8-0 3 Scale = 1:13.2 B1 3x4 = 2-0-0 2x4 II 5 7-0-0 • • • • • •• • ••••I •• • ••• • • • •• • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 CSI. TC 0.47 BC 0.36 WB 0.09 (Matrix) 5-0-0 DEFL. in (loc) I/defl Vert(LL) -0.05 4-5 >999 Vert(TL) -0.05 4-5 >999 Horz(TL) 0.05 3 n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 3=147/Mechanical, 4=25/Mechanical, 5=565/0-8-0 (min. 0-1-8) Max Horz 5=158(LC 5) Max Uplift3=-188(LC 5), 5=-749(LC 4) Max Grav3=147(LC 1), 4=67(LC 3), 5=565(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-438/527 • 24©••• 11i0••• rli4•Ape • • • • •• •••• • PL4f S •• GRID MT!0 • • 244M• • • • •••• • • •••• • Weight: ,?2 Ib FT =0/a• • • • • • Structural wood shepthildirectly•applied or 6-0-04Dc••: purlins. •• • ••• • • • Rigid ceiling directly applied or 10-0-0 oabracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-8-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 3 and 749 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o ua511541 o tPA wam. cameo was st a nra iMmg la -PM -MN APR 2 7 2017 Job Truss Truss Type Qty Ply A0041432 4-11-17 J7A ROOF TRUSS 4 1 Job Reference (optional) 2-4-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:03 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzMVZV-Bg EyzgymUxggdsGVLcVDgi Hlz Wj?YVN24Q 86PzM U Ew 7-0-0 2-4-0 2x4 I I 2 6 2.50 12 T1 4-8-0 3 Scale = 1:13.2 B1 3x4 = 2-0-0 5 2x4 I I 7-0-0 4 •• 2-0-0 5-0-0 • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 . CSI. TC 0.46 BC 0.37 WB 0.09 (Matrix) • • • DEFL. in (loc) I/defl L%i • Vert(LL) -0.04 4-5 >999 241Y: • • Vert(TL) -0.05 4-5 >999 t80 • • • Horz(TL) 0.05 3 n/a Nei • • • • •••• • • • • • PLefE•r GRIP •. MT20' • 244/ 9e • • • • • •• • • • Wgig?i Ib •F•T, D% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD • • • • • • • • • Structural wood sheathing directlY applied or 6-110 t,: • purlins. • • • • • BOT CHORD Rigid ceiling directly applied or 1Q-0-0 arc bracing. • MiTek recommends tlittStabiliiers and require • 0 • cross bracing be installed duringtross erection, in • accordance with Stabilizer Installati&b uide. REACTIONS. (Ib/size) 3=147/Mechanical, 4=23/Mechanical, 5=564/0-8-0 (min. 0-1-8) Max Horz 5=158(LC 5) Max Uplift3=-188(LC 5), 5=-752(LC 4) Max Grav3=147(LC 1), 4=66(LC 4), 5=564(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-438/525 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-8-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 3 and 752 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard gargarnata ,. gra: tarttun 63!ffi11 PA �•(5 rayIIIN02• 114 1119 ea as tames MUMMA ma APR 272017 Job Truss Truss Type Qty Ply A0041433 4-11-17 M1 MONO TRUSS 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:03 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-BgEyzgymUxggdsGVvcVDgiJNzUB?ZnN24086PzMUEw 5-0-0 5 4 6x6 5-0-0 2.50 12 B1 5-0-0 6 2 3 4x4 = Plate Offsets (X,Y)-- (4:0-3-0,0-2-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.36 BC 0.47 WB 0.01 (Matrix) 5-0-0 DEFL. in (loc) I/defl Vert(LL) 0.05 3-4 >999 Vert(TL) -0.08 3-4 >682 Horz(TL) -0.00 3 n/a • • • •• 2q0••. 180••• M/sn• • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.2 BRACING- • TOP CHORD Structural wood sI1t2thMirectly applied or 5-0-0 0C. purlins, except end verticals. • • BOT CHORD Rigid ceiling direct allied applied or 10.a-b ocbracing, • • • • • • • • • • _ • • • Scale = 1:12.4 • PLATES • GRfP•••• MT20 • 244/190 • •• • • • • • •• Weight, 6Ib • • • • REACTIONS. (Ib/size) 4=1157/0-8-0 (min. 0-1-8), 3=1157/0-3-8 (min. 0-1-8) Max Horz4=120(LC 5) Max Uplift4=-1052(LC 4), 3=-1118(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-212/289 .• •• • • • • •• • •.• • • • • • •• NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 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 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-10-4; Lumber DOL=1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1052 Ib uplift at joint 4 and 1118 Ib uplift at joint 3. 7) Girder carries tie-in span(s): 16-2-0 from 0-0-0 to 5-0-0 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 Imo.florgsura Pa 'I CACIPMB VWWI2� arlea�/ > is-r rOW& Iwan 2eor APR 2 7 2017 Job Truss Truss Type Qty Ply A0041433 4-11-17 M1 MONO TRUSS 1 2 Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plf) Vert: 3-4=-402(F=-382), 1-2=-90 • 7.630 s Jul 9 2015 MITek Industries, Inc. Thu Apr 27 16:00:03 2017 Page I D:77Y7m6aFGBONecZxy?ge3RzMVZV-BgEyzgymUxggdsGVVcVDgiJNzU8?Zn N24Q86PzMU Ew • • . • •• • • • • • • • • • • •• • • • • • • • • • • •• • • • • • • • • •• • • • • • • • • • • • •• • • •• •• • • • • • • • • • • • • • • • • • • • •• • • • • .• • • ••• • • • C LTD PA Olt./MOM RIM SA me es oh asauslIMUNDA nes mc• OSIN Mt. IMIN ORM • APR 2 7 2017 Job Truss Truss Type Qty Ply A0041434 4-11-17 T1 ROOF TRUSS 13 1 Job Reference (optional) 2-4-0 2-4-0 6-2-8 3-10-8 2.50 12 4x4 - 13 3 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:03 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-BgEyzgymUxggdsGVj_cVDgi KXzSL?S3N24Q86PzM U Ew 10-1-0 I 13-11-8 I 17-10-0 I 20-2-0 3-10-8 3-10-8 3-10-8 2-4-0 4x4 = 4 14 4x4 5 2x4 I I 2x4 I I 2 12 !' 15 6 RI Scale = 1:34.0 7 3x4 = 11 3x4 = 20 7-a-p 10-1-0 --0--Cot dJ 4-b 7-9-0 Plate Offsets (X,Y)-- [3:0-0-4,0-2-0], [5:0-0-4,0-2-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr • YES Code FBC2014/TPI2007 10 3x4 CSI. TC 0.29 BC 0.58 WB 0.50 (Matrix) 9 3x8 = 17-10-0 DEFL. in (loc) Vert(LL) -0.06 8-9 Vert(TL) -0.19 8-9 Horz(TL) 0.04 8 7-9-0 I/defl >999 >985 n/a • • • . • • NOG •• 180.•• NIP* •• 3x4 = 8 3x4 = 111til • 20-2-0 Si •• •••• s« • • PLATES • MT20 • GRIP.••• 244/190 • .• • • • • • • Weig �1 �0 Ib LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 8=1109/0-8-0 (min. 0-1-8), 11=1109/0-8-0 (min. 0-1-8) Max Horz 11=6(LC 4) Max Uplift8=-828(LC 5), 11=-828(LC 4) FORCES. (Ib) TOP CHORD BOT CHORD WEBS - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-551/176, 2-12=-458/105, 3-12=-456/165, 3-13=-1438/583, 4-13=-1400/590, 4-14=-1400/590, 5-14=-1438/583, 5-15=-456/165, 6-15=-458/105, 6-7=-551 /176 1-11=-130/541, 10-11=-544/1445, 9-10=-544/1445, 8-9=-549/1445, 7-8=-130/541 4-9=0/260, 5-8=-1675/1087, 6-8=-331/353, 3-11=-1675/1087, 2-11=-331 /353 • Structural wood str9tindirectly applied or 4-7-1 os • • purlins. • • • • Rigid ceiling directly applied or 6--t?&'dracing.. MiTek recommende.thatiStabiliserz and requir$d II' • • cross bracing be installed during tru9%erection, in accordance with Stabilizer Installation guide. • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-1-0, Exterior(2) 10-1-0 to 13-1-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 828 Ib uplift at joint 8 and 828 Ib uplift at joint 11. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard arriumen Imo. tarsouiro CLlilblPA CIYR/iIIR11CU M. P8l! CA3 up eswai1 1 1tseamwas la-(S Ipi ,x• 001761 VA APR 2 7 2017 Job Truss Truss Type Qty Ply A0041435 4-11-17 T1A ROOF TRUSS 1 1 Job Reference (optional) 3x4 = 2-4-0 2-4-0 10 3x4 = 6-2-8 3-10-8 2.50 FIT 2-0-0 3-4-6 10-1-0 2-0-0 0-4-0 7-9-0 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:04 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-fsoKA0zOFEph EOrhHh7kluFUjNmnkt?XHkAherzMU Ev 10-1-0 13-11-8 17-10-0 1 2 0 3-10-8 3-10-8 3-10-84-b 9 3x4 = Plate Offsets (X,Y)--[3:0-0-4,0-2-0], [5:0-0-4,0-2-0], [7:0-2-0,0-2-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS CS!. TC 0.32 BC 0.76 WB 0.59 (Matrix) 4x4 = 8 3x8 = DEFL. in (loc) Vert(LL) -0.13 7-8 Vert(TL) -0.36 7-8 Horz(TL) -0.05 10 BRACING - TOP CHORD BOT CHORD (Ib/size) 10=1139/0-8-0 (min. 0-1-8), 7=844/0-8-0 (min. 0-1-8) Max Horz 7=49(LC 4) Max Uplift10=-601(LC 4), 7=-465(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3-12=-1551/780, 4-12=-1512/786, 4-13=-1512/798, 5-13=-1552/790 9-10=-799/1523, 8-9=-799/1523, 7-8=-893/1677 2-10=-336/291, 3-10=-1771/998, 4-8=-49/298, 5-8=-318/282, 5-7=-1794/1002 13 I/defl >999 >525 n/a •• •• 4x4 5 14 17-10-0 7-9- • • •• • vci•. t4O•• lap •• niar•• • • • • • .. PLAYS • MT20 • .. • • . • • •• Weight 454 Ib • • • ••.• Scale = 1:31.1 2x4 I I 6 7 4x4 = 1¢-2 0 ab•••• .• • GrtIP•••• 24?/•1 DQ •: • • .FiresD% • Structural wood slieatliing directly applied or 4-4-12 be purlins. ' • • Rigid ceiling directly apj/ligd or 6-0-0 oc bracing. • MiTek recommendSthafStabilitdrS jn9 requirtd cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-1-0, Exterior(2) 10-1-0 to 13-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 Ib uplift at joint 10 and 465 Ib uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r f oloo • Of>10ritl.PA f {y, CPI./14. IWO/ soh Coen MUMMA MS 1s- wupJ,o3 nauaMrrso, APR 272017 Job Truss Truss Type Qty Ply A0041436 4-11-17 T1B ROOF TRUSS 2 1 Job Reference (optional) 2-4-0 2-4-0 2x4 II 2 11 6-2-8 3-10-8 2.50 12 4x4 = 12 3 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:04 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-fsoKA0zOFEphEOrhHh7kluFVgNmnkt?XHkAherzMUEv 10-1-0 l 13-11-8 17-10-0 18-270 3-10-8 3-10-8 3-10-8 0-4-0 4x4 13 4x4 5 14 Scale = 1:31.1 6 2x4 I I 3x4 = 10 3x4 = 2-0-0 3-4-8 10-1-0 2-0-0 4-b 7-9-0 Plate Offsets (X,Y)-- [3:0-0-4,0-2-0], [5:0-0-4,0-2-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS 9 3x4 = CSI. TC 0.32 BC 0.76 WB 0.59 (Matrix) 8 3x8 = DEFL. in (loc) Vert(LL) -0.13 7-8 Vert(TL) -0.36 7-8 Horz(TL) -0.05 10 BRACING - TOP CHORD BOT CHORD (Ib/size) 10=1139/0-8-0 (min. 0-1-8), 7=844/0-3-8 (min. 0-1-8) Max Horz7=49(LC 4) Max Upliftl0=-869(LC 4), 7=-446(LC 5) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-562/189, 2-11=-468/117, 3-11=-466/176, 3-12=-1551/712, 4-12=-1512/719, 4-13=-1512/731, 5-13=-1552/723 1-10=-141/551, 9-10=-648/1523, 8-9=-648/1523, 7-8=-843/1677 2-10=-336/357, 3-10=-1771/1202, 4-8=-20/298, 5-8=-318/299, 5-7=-1794/948 I/defl >999 >525 n/a 17-10-0 7-9-Q • • • tidy 24U•••• 180'•. • nfie• • • • 7 3x4 = `• • • • ` 1�-2TT0 ••••401,•••• • • • • • FLAPS • GRTd"" MT20 • 244/19Q.: •• • • • • • • Weig4t;$4lb Fr=•G°% • •• •• • • • • • Structural wood sheatr n directly applied or 4-4-12 oG purlins. • • • • Rigid ceiling directly appAvd or 6-e-0 oc bracing.:. ...• MiTek recommend5•that•StabiliM3 pc: required cross bracing be installed during trussferection, in accordance with Stabilizer Installation guide. • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-1-0, Exterior(2) 10-1-0 to 13-1-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 869 Ib uplift at joint 10 and 446 Ib uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard arliffreiblepu COISLISVAIMINSPA Cat / SWIM Pa no CAM= INesso*met ro/xttr®A AL- WORM eliM04/44 APR 272017 Job Truss Truss Type Qty Ply A0041437 4-11-17 T2 ROOF TRUSS 1 1 Job Reference (optional) 2-4-0 2-4-0 18 5x8 = 7-3-3 4-11-3 12-2-5 4-11-3 17 2.50 12 16 5x6 WB= 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:04 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-fsoKA0zOFEphEOrhHh7kIuFRNNiZkt3XHkAherzM UEv 17-1-8 22-0-11 26-11-13 31-11-0 34-3-0 4-11-3 I 4-11-3 I 4-11-3 I 4-11-3 I 2-4-0 4x4 = 15 3x8 = 2-0-0 21410 9-8-12 17-1-8 2-0-0 0-4-0 7-4-12 7-4-12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-8], [9:0-4-0,0-1-8], [12:0-3-8,0-2-12], [18:0-3-8,0-2-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS CSI. TC 0.54 BC 0.97 WB 0.58 (Matrix) 14 5x6 WB= 24-6-4 7-4-12 DEFL. in (loc) Vert(LL)-0.3415-17 Vert(TL)-0.8015-17 Horz(TL) 0.22 12 BRACING - TOP CHORD BOT CHORD WEBS (Ib/size) 12=1884/0-8-0 (min. 0-2-4), 18=1884/0-8-0 (min. 0-2-4) Max Horz18=-6(LC 5) Max Upliftl2=-1105(LC 5), 18=-1105(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-366/0, 2-19=-262/0, 3-19=-261/0, 3-4=-3981/1720, 4-5=-3938/1729, 5-20=-3280/1534, 6-20=-3230/1543, 6-21=-3230/1543, 7-21=-3280/1534, 7-8=-3938/1729, 8-9=-3981/1720, 9-22=-261/0, 10-22=-263/0, 10-11=-366/0 1-18=0/357, 17-18=-1530/3700, 16-17=-1628/3834, 15-16=-1628/3834, 14-15=-1633/3834, 13-14=-1633/3834, 12-13=-1536/3700, 11-12=0/357 6-15=-318/917, 7-15=-868/416, 9-13=-9/278, 9-12=-3809/1951, 10-12=-442/398, 5-15=-868/416, 3-17=-9/278, 3-18=-3809/1951, 2-18=-442/398 13 31-11-0•••••• • • 7-4-12 • • • • • • • .. I/defl �%d•:• >999 2.4t• • • >444 1•80••• n/a n/e• • • • •• •• • Scale = 1.55.5 12 5x8 = 37�--034-3-0 0-4-41j-0 • • • • ••• • • PLANS • GRi'. • • MT20 • 2441 •; • • •• • • • • • • Weight:162lb FJ:-.Q90 • • • • • • Structural wood sheaiii g directly applied or 2-5-14 S4 purlins. • • • • Rigid ceiling direct!/ applle.d or 2-P-0 oc bracing.• 1 Row at midpt • • -12, 3.18• • MiTek recommends that Stabilizers ancrequired cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-1-8, Exterior(2) 17-1-8 to 20-1-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 . 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1105 Ib uplift at .oint 12 and 1105 Ib uplift at joint 18. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and d LOAD CASE(S) Standard Raman ova. tam= tll6l.PA Cltl./MOM MO CA us ea trZien itellAiMaill APR 2 7 2017 Job Truss Truss Type Qty Ply A0041438 4-11-17 T2A ROOF TRUSS 1 1 Job Reference (optional) 2-4-0 2-4-0 2x4 I I 2 19 7-3-3 4-11-3 4x8 3 4 12-2-5 4-11-3 2.50 r1T 5 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:05 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzMVZV-72MiOM_10YxXsAQuq PezI5oc7n2nTKJg WOvEAHzM UEu 17-1-8 22-0-11 26-11-13 31-11-0 34-3-0 4-11-3 4-11-3 4-11-3 1 4-11-3 1 2-4-0 20 4x4 = 6 21 7 4x8 Scale = 1:55.5 2x4 II r•� '.' 22 io 8 9 11 18 5x8 = 17 16 5x6 WB= 15 3x8 I 2-0-0 214T° 9-8-12 17-1-8 2-0-0 0-4-0 7-4-12 7-4-12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-8], [9:0-4-0,0-1-8], [12:0-3-8,0-2-12], [18:0-3-8,0-2-12] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS CSI. TC 0.54 BC 0.97 WB 0.58 (Matrix) 14 5x6 WB= 24-6-4 7-4-12 DEFL. in (loc) I/defl Vert(LL)-0.3415-17 >999 Vert(TL)-0.8015-17 >444 Horz(TL) 0.22 12 n/a BRACING - TOP CHORD BOT CHORD WEBS (Ib/size) 12=1884/0-8-0 (min. 0-2-4), 18=1884/0-8-0 (min. 0-2-4) Max Horz18=-6(LC 5) Max Upliftl2=-1105(LC 5), 18=-1105(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-366/0, 2-19=-262/0, 3-19=-261/0, 3-4=-3981/1720, 4-5=-3938/1729, 5-20=-3280/1534, 6-20=-3230/1543, 6-21=-3230/1543, 7-21=-3280/1534, 7-8=-3938/1729, 8-9=-3981/1720, 9-22=-261/0, 10-22=-263/0, 10-11=-366/0 1-18=0/357, 17-18=-1530/3700, 16-17=-1628/3834, 15-16=-1628/3834, 14-15=-1633/3834, 13-14=-1633/3834, 12-13=-1536/3700, 11-12=0/357 6-15=-318/917, 7-15=-868/416, 9-13=-9/278, 9-12=-3809/1951, 10-12=-442/398, 5-15=-868/416, 3-17=-9/278, 3-18=-3809/1951, 2-18=-442/398 13 12 5x8 = 31-11-0 • •••• • 321-3-034-3-0 • • 7-4-12 ••.• 0141010-11.1 • • • • •• . • .•• • 24U••• 1p • • • • • PLAIIS • GM.' • • • MT20 • 244 ; ••• •• • • • ▪ • • • nie•.• • •• • Weigbt:162Ib FT:=•Oa% • • •• •• •••• • Structural wood sheati>+ng:directly applied or 2-5-14 00 purlins. • • • • Rigid ceiling direct, applIV or 2-2-0 oc bracing.• 1 Row at midpt • • 6-12, 3+I8• • • I0 0 MiTek recommends that Stabilizers aridrequired cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-1-8, Exterior(2) 17-1-8 to 20-1-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60- 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1105 Ib u.l and 1105 Ib uplift at joint 18. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and de LOAD CASE(S) Standard APR 272017 Job Truss Truss Type Qty Ply A0041439 4-11-17 V1 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:05 2017 Page 1 ID:77Y7m6aFGBONecZxy9ge3RzMVZV-72MiOM_10YxXsAQugPezI5okVnHfTTQgWOvEAHzMUEu 2-0-0 2 2-0-0 2-0-0 1 •••• 2-0-0 • • •••• Scale = 1:4.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 0.90 Plate Metal DOL 0.90 Lumber DOL 0.90 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.00 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) 1/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 n/a 99 •.. PLA..S•. GRIP •• At. •.• • • • gt••• •• • • • •... • Weight!3 Ib Fi-•40% • • LUMBER- BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 2=13/2-0-0 (min. 0-1-8), 1=13/2-0-0 (min. 0-1-8) Max Grav2=26(LC 3), 1=26(LC 3) BRACING- BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. •••• • • • Rigid ceiling direct,l1d or 10-0 0, , pgc bracing. • • MiTek recommergis tPlatptabilizprs and require�ci cross bracing be installed duringgtrase•erection, in accordance with ttabillzor Instailation guide. ' ' •• • .•• • • • •• NOTES- 1) Gable requires continuous bottom chord bearing. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • B.11e�PA CM. / Rit> GAS 11111114101. ife�o-sr r (allk11t109 SC WA � q t. pO$I4 I1 APR 2 7 2017 • Job Truss Truss Type Qty Ply ' A0041440 4-11-17 V13 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:06 2017 Page 1 I D:77Y7 m6aFGBONecZxy?ge3RzMVZV-bEv5bi_fns3OUK?4O69CgJ KoJAY uCvagl2foi kzM UEt 6-11-8 13-11-0 6-11-8 6-11-8 2.50 12 4x4 = 2 7 T1 8 3 Scale = 1:22.1 3x4 4 x4 II 13-11-0 13-11-0 • • 3x4 • • • • •• • • • • Plate Offsets (X,Y)-- [2:0-2-0,0-2-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 CS!. TC 0.51 BC 0.34 WB 0.07 (Matrix) • • • •• • DEFL. in (loc) I/defl trd : • Vert(LL) n/a - n/a • • • Vert(TL) n/a - n/a g99• • • Horz(TL) 0.00 3 n/a nle• • • BRACING - TOP CHORD • .• •• • • • • • • • • • • • • . PLATES • GRIP MT20 • 244/J 99 • •• • • • • • • • •• Weight:39lb F.1..96,0 • • • • • • • • Structural wood sheatIwi directly applied or 6-0-0 oc • purlins. ' '•• BOT CHORD Rigid ceiling director appMgd or 10,0-0'oc bracinT. MiTek recommends'that•StabiliATepc:required cross bracing be installed during truss•erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=253/13-11-0 (min. 0-1-8), 3=253/13-11-0 (min. 0-1-8), 4=714/13-11-0 (min. 0-1-8) ' Max Uplift1=-180(LC 4), 3=-180(LC 5), 4=-409(LC 5) Max Grav 1=266(LC 7), 3=266(LC 8), 4=714(LC 1) • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-504/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-5-0 to 4-5-0, Interior(1) 4-5-0 to 6-11-8, Exterior(2) 6-11-8 to 9-11-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 1, 180 Ib uplift at joint 3 and 409 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1er'1,Itt iGl;r1.' atmeoceraM PA WOOS MI WatARIPA MVO CASSON APR 2 7 2017 Job Truss Truss Type Qty Ply • A0041441 4-11-17 V17 ROOF TRUSS 1 1 Job Reference (optional) 5-9-14 5-9-14 2.50 12 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:06 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-bEv5bi_fns3OU K?4069CgJKrsAbeCwgq12foi kzM U Et 8-11-8 12-1-2 17-11-0 3-1-10 3-1-10 5-9-14 4x4 = T 2x4 II 4 T1 11 Scale = 1:28.5 5 3x4 5-9-14 5-9-14 9 8 7 6 3x4= 2x4 I I 3x4 = 2x4 I I 2x4 I I 12-1-2 6-3-5 17.11-11••• • 5-9-44 • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.28 BC 0.16 WB 0.05 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a v9• • • • • PLATES• GRIP • •• MT2b• • 24�/��a • • • • • •• • • • Weighte53Ib FAT.•% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. All bearings 17-11-0. (Ib) Max Horz1=1(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1=-131(LC 4), 5=-131(LC 5), 9=-288(LC 5), 6=-288(LC 4) Max Gray All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=525(LC 7), 6=525(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-9=-404/308, 4-6=-404/308 BRACING - TOP CHORD ••. • • • • Structural wood sh• .hi • n9 directly applied or 6-0-0 oi • purlins. • • BOT CHORD Rigid ceiling direct , applied or 104p4,bracine MiTek recommends ttia• tStab rs and requirecL • • •: cross bracing be irtiallea durinettdv Etection'in accordance with Stabilizer Installationytaide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-5-0 to 4-5-0, Interior(1) 4-5-0 to 8-11-8, Exterior(2) 8-11-8 to 12-1-2; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 1=131, 5=131, 9=288, 6=288. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard / M. Isms ass APR 272017 Job Truss Truss Type Qty Ply A0041442 4-11-17 V21 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:06 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzM VZV-bEv5bi_fns3OUK?4069CgJKICAX2CvYgI2foikzM U Et 10-11-8 21-11-0 10-11-8 10-11-8 2.50 12 3x4 2x4 I1 2 8 5x6 = 4x4 3 7 2x4 11 21-11-0 21-11-0 2x4 II 4 6 2x4 11 • 10 • • • • •• • • • • Scale = 1:34.9 5 3x4 Plate Offsets (X,Y)-- [8:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.64 BC 0.39 WB 0.07 (Matrix) • • • •• • DEFL. in (loc) I/defl Erd : • Vert(LL) n/a - n/a 939"' Vert(TL) n/a - n/a 9• • • Horz(TL) 0.00 5 n/a Wee • • • • • • • • • • • PLATES GRIP MT20 • 244/190 • •• • • • • • • Weiglat*6-iIb FdNOdo LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 21-11-0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1=-183(LC 4), 5=-183(LC 5), 6=-395(LC 4), 8=-395(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 7 except 1=293(LC 7), 5=293(LC 8), 6=778(LC 1), 8=778(LC 1) •. •. • • • • Structural wood sheat•ng:directly applied or 6-0-0 oc • purlins. ' ' • • Rigid ceiling direct:, appfle.d or 6-0-0 oc bracing.* • MiTek recommencrthatttabilii"r?s"ancfrequired cross bracing be installed during truss•2rection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-6=-576/409, 2-8=-576/409 NOTES- 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-5-0 to 4-5-0, Interior(1) 4-5-0 to 10-11-8, Exterior(2) 10-11-8 to 13-11-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 • except (jt=Ib) 1=183, 5=183, 6=395, 8=395. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard APR 272017 Job Truss Truss Type Qty Ply' A0041443 4-11-17 V25 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:06 2017 Page 1 I D:77Y7m6aFGBONecZxy?ge3RzM VZV-bEv5bi_fns3OUK?4069CgJ KIrAYECvWgl2foikzM U Et 12-11-8 25-11-0 12-11-8 12-11-8 2.50 12 3x4 9 2x4 I I 4x4 = 8 7 3x4 = 2x4 I I 25-11-0 6 2x4 I I •• •• • • Scale = 1:41.2 3x4 25-11-0 • • •••• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.67 BC 0.38 WB 0.07 (Matrix) DEFL. in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 5 n/a •• • • ••• • W•••• PLAIgs : GRLP 999999• • • • MT20 • 24i/190 • Get••• •• • • • • • • • •••• W21ght'a0Ib fTr(?% LUMBER- BRACING- • • • • •• •• •••• •H TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood shggtjigipodirectly applied or 6-0-0 oc•• BOT CHORD 2x4 SP No.2 purlins. • • • • OTHERS 2x4 SP No.2 BOT CHORD REACTIONS. All bearings 25-11-0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 1=-182(LC 4), 5=-182(LC 5), 7=-159(LC 5), 6=-390(LC 4), 9=-390(LC 5) Max Gray All reactions 250 Ib or less at joint(s) except 1=292(LC 1), 5=292(LC 1), 7=375(LC 1), 6=794(LC 8), 9=794(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7=-329/225, 4-6=-615/421, 2-9=-615/421 Rigid ceiling directly applied or 10:0 Aocbracing. • MiTek recommends thet6tabilizer sandrequir ed• • • • cross bracing be in%iallet during trus6 erection, in accordance with Stabilizer Installation 2Jbide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-5-0 to 4-5-0, Interior(1) 4-5-0 to 12-11-8, Exterior(2) 12-11-8 to 15-11-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint 1, 182 Ib uplift at joint 5, 159 Ib uplift at joint 7, 390 Ib uplift at joint 6 and 390 Ib uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ariendis ave. tateilsoan !fit PA e h lid. •t�:^• � tom. tram Pm- OM =4 e APR 272017 Job Truss Truss Type Qty Ply ' A0041444 4-11-17 V29 ROOF TRUSS 1 1 Job Reference (optional) 3x4 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:06 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-bEv5bifns3OUK?4069CgJKIDAX1 Cvcgl2foikzMUEt 14-11-8 29-11-0 14-11-8 14-11-8 2.50 12 13 12 4x4 4 11 10 3x4 29-11-0 5 9 8 Scale: 1 /4"=1' 3x4 29-11-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.64 BC 0.39 WB 0.07 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft n/a - n/a n/a - n/a 0.00 7 n/a jr/d • 999 • 9 ve: • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 29-11-0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 1=-182(LC 4), 7=-182(LC 5), 11=-136(LC 4), 8=-376(LC 5), 9=-169(LC 4), 13=-376(LC 4), 12=-169(LC 5) Max Gray All reactions 250 lb or less at joint(s) except 1=295(LC 1), 7=295(LC 1), 11=348(LC 1), 8=753(LC 1), 9=276(LC 8), 13=753(LC 1), 12=276(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-11=-263/154, 6-8=-571/389, 5-9=-252/216, 2-13=-571/389, 3-12=-252/216 • • • • PLl1TES • GRIP MT�O• • • 244/1 §(1 ; • • .•• • • . . •. • Weight* 98 Ib .FT = 09/o .• • • • . . • ••.• . •• . • Structural wood shjeihlirgs directly applied or 6-0-0o•c• • purlins. • • . Rigid ceiling directly applied or 10 T1't?oc bracing. MiTek recommends titatStabilizers and required •. cross bracing be installed durinji tr : prectiort,lrt • • • accordance with:Stagiier Installation guide. • • .• • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-5-0 to 4-5-0, Interior(1) 4-5-0 to 14-11-8, Exterior(2) 14-11-8 to 17-11-0; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint 1, 182 Ib uplift at joint 7, 136 Ib uplift at joint 11, 376 Ib uplift at joint 8, 169 Ib uplift at joint 9, 376 Ib uplift at joint 13 and 169 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • •• • • • APR 27201? Job Truss Truss Type Qty Ply • A0041445 4-11-17 V3 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:05 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-72Mi0M_10YxXsAQugPez15oi8nGuTTQgWOvEAHzMUEu 4-0-0 4-0-0 2.50 12 5x6 = 2 W 3 3x4 Scale = 1:7.5 Plate Offsets (X,Y)-- [2:0-2-4,0-1-13 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CS!. TC 0.15 BC 0.07 WB 0.00 (Matrix) • • DEFL. in (loc) I/defl �/�I•' Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a Horz(TL) 0.00 n/a .••• • • • • • ... • • ..•• PLAIE§•• GRIP • MTQ0 • • 244/19d • .• • Weight: *0 Ib Fef'= a% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=134/4-0-0 (min. 0-1-8), 3=134/4-0-0 (min. 0-1-8) Max Horz 1=65(LC 4) Max Upliftl=-124(LC 4), 3=-138(LC4) BRACING - TOP CHORD • •. •• • • • • • •.•• Structural wood shipertir$directI gapjied or 4-0-0 oc purlins, except end verticals. • BOT CHORD Rigid ceiling directty'apptgd or 10-0-0'oc bracing. • • MiTek recommends that Stabiliaecs aid required cross bracing be:instalUI during truss erectiorC ill. •. accordance with Stabiliztar InstaTllltt on wide. • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint 1 and 138 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard APR 272017 Job Truss Truss Type Qty Ply ' A0041446 4-11-17 V5 ROOF TRUSS 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:05 2017 Page 1 ID: 77Y7m6aFGBONecZxy?ge3RzNIVZV-721v1iOM_10YxXsAQ uq PezI5ofrn HvTTQg WOvEAHzM UEu 2-8-8 5-5-0 2-8-8 2.50 12 2 3x4 = 5-5-0 2-8-8 Scale = 1:10.1 5-5-0 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 CSI. TC 0.36 BC 0.00 WB 0.00 (Matrix) REACTIONS. (Ib/size) 1=179/5-5-0 (min. 0-10-9), 3=179/5-5-0 (min. 0-10-9) Max Upliftl=-232(LC 4), 3=-232(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. • • •• DEFL. in (loc) I/defl t/- • • • • PLATES • GRIP • Vert(LL) n/a - n/a 99 • MT2O : • : 244/190 Vert(TL) n/a - n/a 999•: • • • • • Horz(TL) 0.03 3 n/a RPd• • • • • • • • • • Weight• •: a Ib it =•Q� • • • iriri- • • • BRACING - TOP CHORD • • •••• Structural wood shatfiin.q•directly Tied or 5-5-0 oc purlins. • BOT CHORD Rigid ceiling direct: a Rgd or 10-0-0•oc bracing. • • MiTek recommendsthat•Stabili .a$drequired•••• cross bracing belnstalltil during truss erection: �• • • accordance with StObilizer InstaSlation wide. • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 2. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 1 and 232 Ib uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard APR 2 7 2017 Job Truss Truss Type Qty Ply ' A0041447 4-11-17 V9 KINGPOST 1 1 Job Reference (optional) 7.630 s Jul 9 2015 MiTek Industries, Inc. Thu Apr 27 16:00:05 2017 Page 1 ID:77Y7m6aFGBONecZxy?ge3RzMVZV-72MiOM 10YxXsAQugPezl5ohVnFfTTYgWOvEAHzMUEu 4-11-8 . 9-11-0 i 5 4-11-8 w 1 2.50 12 6 T1 4x4 = 7 POI NMI w 4-11-8 T1 8 3 Scale = 1:18.0 3x4 4-11-8 4 2x4 II 9-11-0 3x4 4-11-8 4-11-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.19 BC 0.14 WB 0.06 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 3 I/defl n/a n/a n/a Lid , 999 • 99 • ri/g••• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=162/9-11-0 (min. 0-1-8), 3=162/9-11-0 (min. 0-1-8), 4=457/9-11-0 Max Upliftl=-138(LC 4), 3=-138(LC 5), 4=-339(LC 4) Max Grav1=170(LC 7), 3=170(LC 8), 4=457(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-322/318 • •••• PLKM • • GRIP MT20 24471.91)•: • • •.• • • • . • •• • • Weight•26 Ib FT = 0% •• • • • • • • •.•• • •. • • Structural wood shntiljpQ.directly applitcl or 6-0-0 oc purlins. • • • Rigid ceiling directly appl ed or 10-c ii oc bracing. • • MiTek recommerxis that6tabilizers and required • cross bracing be mstallea duringt;i444syrection•?1•• • • accordance with $tabjilgr Installation guide. �} min. 0-1-8) •• • ••• • . • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; . Exp C; Encl., GCpi=0.18; C-C Exterior(2) 1-5-0 to 4-5-0, Interior(1) 4-5-0 to 4-11-8, Exterior(2) 4-11-8 to 7-11-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 Ib uplift at joint 1, 138 Ib uplift at joint 3 and 339 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • VA; frostrelun �1 1 s 11.• r aatt• r. 1 a4 a APR 2 7 2017 .1 i Hdo irl%rlYiLr.kr!ICIE 0 N N ECTO `tr 0044USP IP . .1 tJ ;19 ERI ES coNT.LX--„p- 410) 'STRUCTURAL ttoso arcc:m,n 0:s; Typical HHC Typical HJC/HTHJinstallation top view installation -top view 5 HTHJ Typical HJHC installation top view 10 1/2" 3 ye HJHC • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •3 Descripg USP v, S,Stocktio.`..1 , Ref No. Steel Gauge H Fastener Schedule Allowable Loads (LA, • • . : • . • . , • ' • t ;Ade ' Ref. • Carrying Member3 Carried Member DF-L / SP • • epgi.p.F • Qty Type per Hip per Jack Type Floor Roof Uplift Floor. • : - a • f qt Uplife • Qty Qty 100% 115/ 125% 160/ 100%•-•11;': . 1251/ t611.W: 2 x 6 right / left HJC26 -- 12 5-3/8 16 16d 5 7 10d 2385 2740 2980 1840 2065: 3:5. :2580 1545 11, F6, • :F12, D3 2 x 8 right / left HJC28 — — 12 7-1/8 20 16d 6 8 10d 2980 3425 3505 1840 2580 2945 ° 2945 :Wi. 2 x 6 terminal HHC26 — — 12 5-7/16 20 16d 5 — — 10d 2980 3425 3505 1015 254 29,45. • 2945 1545 •.130 • 4, : 2 x 8 terminal HHC28 — — 12 7-3/16 24 16d 6 — — 10d 3505 3505 3505 1840 2945 • 2945 • 2945 ISO 2 x 6 terminal HJHC26 MTHM 12 5-7/16 20 16d 5 2 10d 2980 3425 3505 1840 2580 2945 2945 1545 2 x 8 terminal HJHC28 — — 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 1840 2945 2945 2945 1545 2 x 6 terminal HTHJ26-18 — — 18 5 16 16d 7 5 16d 2190 2520 2740 1790 1870 2155 2340 1505 11, F12 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) Minimum nail penetration is 1-5/8" for 16d nails. HJC Specialty Options Chart Opticiff, . • Rjrfruss Skew Range 30' to 60' Allowable Loads 100% of table load Ordering Add SK, angle of hip required, to product number. Ex.1-1.1C26-Sk55 Varies 8" max. width 114" Typical HJC(skewed) installation HJC(skewed) with alternate skew angle top view 1-800-328-5934 • www.USPconnectors.com 0Copyright 2011 USP Structural Connectors® • •• • • • • • ,.. • i • it • I, 1--; 4; • •-, . ir- • • eS USP egpSTRUCTURAL CONNECTORS - A Miele lialk�ck-��x . 4 GER iLSE The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30° to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS - 18 gauge; MUS - 18 gauge; HUS - 14 or 16 gauge Finish: G90 galvanizing; JUS24-GC, JUS26-GC, JUS210-GC, JUS26-2GC, & JUS210-2GC — Gold Coat Options: HUS28-21F, HUS210-2IF, JUS24, JUS26, JUS26-2, JUS28, JUS28-2, JUS210, JUS210-2, JUS44, JUS46, JUS28-3, & JUS210-3 are available in Triple Zinc. To order, add TZto stock number, as in JUS24 -TZ. JUS24, JUS26, JUS26-2, JUS28, JUS210, and JUS210-2 are available in Stainless Steel. To order, add SSto stock number, as in JUS26-SS. See HUS Specialty Options Chart. Codes: ESR-1881, FL9835, FL570, FL821, FL571, Dade County, FL 07-0419.01, Dade County, FL 07-0214.20 & Dade County, FL 06-0921,05, L.A. City RR 25779 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values: • JUS & MUS - 16d sinkers (9 gauge x 31/4") may be used where 10d commons are specified with no load reduction. Double shear nail design features fewer nails and faster installation Uses standard length nails HUS Specialty Options Chart — refer to Specialty Options pages 194-195 for additional details. Option Range Allowable Loads Ordering inverted Flange Not available in widths less than 2.1/4°. 100% of table Toad: 65% of table load when nailing into the support members end grain. Add IF to product number. • Ex. HUS410IF AVAILABLE IN Typical JUS46 installation Dimple allows 30° to 45° nailing • • • • • • MUS , • • 4604? • • • •• • 0 0 N O c c 0 0 0 .•. . • • •• Typical HUS46 installation Typical HUS410/F inverted flange installation 1-800-328-5934 • www.USPconnectors.com Dimensions Header USP Steel Stock No. Floor Roof . Uplift' Code Ref. No. Gauge w H D A Qty Nail Qty Nall '100% 115% 125% 160% Ref. JL24 LU24 20 1-9/16 3 1-1/2 15/16 4 10d 2 10d x 1-1/2 455 525 570 245 5, F6, 20 1-9/16 3 1-1/2 15/16 4 16d 2 10d x 1-1/2 . 545 625 680 245 F30, D3, R5 JL24IF-TZ --_ 18 1-9/16 3-1/8 1-1/2 -- 4 10d 2 10d x 1.1/2 465 480 480 305 18 1-9/16 3-1/8 1-1/2 - - 4 16d 2 10d x 1-12 480 480 480 305 110 2 x 4 JUS24 LUS24 18 1-9/16 3-1)8 1-3)4 1 4 10d 2 10d 655 750 820 510 6, F6, JUS24-GC - 18 1-9/16 3-1/8 1-3/4 1 4 N10C-GC 2 N10C-GC 655 750 820 510 F15, D3, R13 SUH24 UP4 16 1-9/16 3 1/4 2 1-3/16 4 10d 2 10d x 1-1/2 465 535 580 360 2, F20, HDL6 HU26 16 1-9/16 3-1/4 2 1-3/16 4 16d 2 10d x 1-1/2 550 635 690 360 R12 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 705 290 5, F30, R5 JL26 L026 20 1-9/16 4-314 1-1/2 15/16 6 10d 4 10d x 1-1/2 685 785 855 485 5, F6, 20 1-9/16 4-3/4 1-1/2 15/16 6 16d 4 10d x 1-1/2 815 940 1020 485 F30, D3, R5 JL26IF-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 -- 6 10d 4 10d x 1-1/2 695 800 870 730 18 1-9/16 4-1/2 1-1/2 -- 6 16d 4 10dx1-12 830 950 1035 110 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d JUS26-GC 850 975 1060 1115 6, F6, MUS26 MUS26 -- 18 1-9/16 4-13/16 1-3/4 1 4 N10C-GC 4 N10C-GC 850 975 1060 1115 F15, D3, R13 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 110 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 10d x 1-1/2 695 800 870 725 2, F20, 16 1-9/16 5-1/8 2 1-3/16 6 16d 4 10d x 1-1/2 830 950 1035 725 R12 HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 2635 3030 3295 1925 HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 705 290 HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10dx 1-1/2 1130 1295 1410 730 JL26 LU26 20 1-9/16 4 3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 685 785 855 485 5, F6, 20 1-9/16 4-3/4 1-1/2 15/16 6 168 4 10d x 1-1/2 815 940 1020 485 F30, D3, R5 I JL26IF-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 -- 6 10d 4 108x1.1/2 695 800 870 730 18 1-9/16 4-1/2 1-1/2 - - 6 16d 10d x 1-1/2 830 950 1035 730 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 10d x 1-1/2. 1140 1295 1295: 8816• 20 1-9/16 6-3/8 1-1/2 15/16 10 16d 10d x 1-1/2 1360 1565 1700 4885 18 1-9/16 6-1/8 1-1/2 -- 8 10d 10dx1-1/2 930 1065 1160• J. 18 1-9/16 6-118 1-1/2 -- 8 16d JUS26 LUS26 10dx1-1/2' 1105 1215 1215• l3• 18 1-9/16 4-13/16 1-3/4 1 4 '10d JUS26-GC __ 10d 850 975 1060 1115 JUS28 LUS28 1-9/16 46N10CGC N10850 975 18 1-9/16 6-5/8 1-3/4 1 6 0dGGC �1 1235 134534• �I F15,D3,Fiti3 2x8 JUS28-GC -- MUS26 MUS26 18 1-9/16 6-5/8 1-3/4 1 6 N10C-GC 4 N10C-GC 1075 1235 13458 f�^1I'5• MUS28 18 1-9/16 5-1/16 2 1 6 108 6 108 1285 1475 1605• cfY • MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140_ lap. SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 . 10d 4 10d x 1-1/2 695 800 870 • 7 • 16 1-9/16 5-1/8 2 1-3/16 6 16d 4 10dx 1-1/2 830 JL28 JL281F-TZ LUC28Z 2x6 Fastener Schedule2 '"'1 Allowable Loads (Lbs.) Joist DF-LISP 6, F15, F18,1 D2, R13 5, F30, R5 I 110 •I••• • 1 • 5,F6, ••• • 0 0 v 0 0 0 0 0 0 0 0 F30,03,1115 • •••• • • 110 1• • • • • SUH28 USP STRUCTURAL Ikkel CONNECTORS A MJI.k'Compwy Joist Size • •. • • • •• • • • • • 110 • 1 • • • 16 1-9/16 6-5/8 2 1-3/16 8 108 6 10dx1-1/2 930 1065 1160• •2, R120• HUS26 16 1-9/16 6-5/8 2 1-3/16 8 168 6 10d x 1-1/2 1105 1270 1380 •800 • • HUS26 HUS28 16 1-5/8 5-7/16 3 2 14 168 6 168 2635 3030 3295 1925 HUS28 16 1-5/8 7-3/16 3 2 22 168 8 168 3970 HD28 45 4345 11028 14 1-9/16 5-1/4 2 1-1/8 8 168 4 10dx1-1/2 1130 1295 1410 7300 HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-1/2 1690 1945 2115 730 JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 10d 6 10d•x 1-12 1140 1295 1295 885 5, F6, I 20 1-9/16 6-3/8 1-1/2 15/16 10 168 6 10dx1-1/2 1360 1565 1700 885 J1.281F-TZ LUC28Z 18 1-9/16 - 6-1/8 1-1/2 -- JL210 LU210 JL210IF-TZ LUC210Z JUS28 18 1-9/16 8-1/4 1-1/2 - 11 . 168 6 10d x 1-1/2 1520 1745 1900 1095 LUS28 18 1-9/16 '6-5/8 1-3/4 1 6 10d 4 10d 1075 1235 1345 1115 2 x 10 JUS28-GC -- 18 1-9/16- 6-5/8 1-3/4 1 6 N10C-GC 4 JUS210 N10GGC 1075 1235 1345 1115 6, F6, JUS210 GC LUS210 18 1-9/16 7-3/4 1-3/4 1 8 10d . 4 10d 1305 1500 1630 1115 F15, D3, R13 -- 18 1-9/16 7-3/4 1.3/4 1 8 N10C-GC 4 N10C-GC 1305 1500 1630 1115 MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 110 SUH28 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1-1/2 930 1065 1160 800 16 1-9/16 6-5/8 2 1-3/16 8 16d 6 10d x 1-12 1105 1270 1380 800 2, F20, SUH210 U210 16 1-9/16 8 2 1-3/16 10 10d 6 10d x 1-12 1160 1335 1450 1085 R12 16 1-9/16 8 2 1-3/16 10 16d 6 10d x 1-1/2 1380 1585 1725 1085 HUS28 HUS210 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 3970 4345 4345. 2570 6, F15, F18, HUS210 16 1-5/8 9-3/16 3 2 30 168 10 168 HD210 HU2105310 5510 5510 3205 D2, R13 14 1-9/16 7-3/16 2 1-118 12 16d 4 10d x 1-12 1690 1945 2115 730 5, F30, R5 I 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) 10d x 1-1/2 nails are 9 gauge (0.148"diameter) by 1-1/2" long. - 3) Minimum nail embedment shall be 1-1/2-for 10d and N10C-GC nails; 1-5/8" for 16d and N16C-GC nails. 4)16d sinkers (9 gauge x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specified. 5) For JUS and HUS hangers: Nails must be driven at a 30° to 45' angle through the joist or truss into the header to achieve the table loads. 6) WS15 Wood Screws are 1-1/4"x 1-12" long and are included with HDQ hangers. 7) WS3 Wood Screws are 1-1/4"x 3-tong and are included with HDQ hangers. 950 1035 8 - 108. 4 10d x 1-12 930 1065 1160 730 18 1-9/16 6-1/8 1-1/2 -- 8 16d 4 10d x 1-1/2 1105 1215 1215 730 20 1-9/16 8-1/4 1-1/2 15/16 14 10d 8 10d x 1-12 1595 1835 1875 1095 5, F6, 20 1-9/16 8-1/4 1-1/2 15/46 14 16d 8 10d x 1-1/2 1905 1965 1965 725 6, F15, F18, I D2, R13 5, F30, R5 I F30, D3, R5 110 18 1-9/16 8-1/4 1-1/2 11 10d 6 10d x 14/2 1275 1465 1595. 1095 1-800-328-5934 • www.USPconnectors.com F30, D3, R5 continued on next page • • • • • • • • • • • • • • • • • UP Itiot . Wbk'Canpuy THD — Medium capacity hanger for LVL, LSL, and PSL beams. THDH — Heavy capacity hanger for LVL, LSL, and PSL beams. Materials: See EWP Face Mount Hangers charts, pages 121-122. Finish: G90 galvanizing Options: Rough/ FuJI sizes available for THD series. THD hangers with widths greater than 3" can have one flange inverted with no Toad reduction. Specify left (L.) or (R) flange. See Specialty Options chart. Codes: ESR-1781, ESR-1881, FL821, FL9835, FL13285 Dade County FL 06-0921.05 , L.A. City RR 25779, L.A. City RR 25843 installation: • Use all specified fasteners. See Product Notes, page 11. • THD — Drive bend line nails into header at 45° to achieve listed loads. • THDH — Drive joist nails into header at 30° to 45° to achieve listed loads. Typical THDH Typical THD double shear installation bend line nail installation Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details. Option USP Series Skew ''' l Sloped Seat ' I Sloped / Skewed'zm J Inverted Fla n9e ed Range THD 1' to 45' THDH 1" to 45' Allowable THD' • 85°% of table load Loads THDH 85% of table bad. 50% of table uplift load. Add SK, angle required, Ordering THD and right (R)or left (L), to product number. THDH Example:THDH410-SK45R . V to 45" See Sloped Seat and Skewed 1' to 45' 65% of table load See Sloped Seat and Skewed 65% of table load Not available in widths less than 3". Widths greater can have one flange inverted. 52% pliable bad. 50% of table uplift load. See Sloped Seat and Skewed Example: THDH410SK45RS130D N/A 100%°liable load. 65% of table bad when railing into the support members end grain. WA Add flFpneflange, right (R)nd left (L), Example: THD41011FR NIA 1) Skewed hangers with skews greater than 15° may have all joist nailing on outside flange. All skewed THDH hangers have nails on one side only. 2) Sloped or sloped / skewed hangers with slopes greater Than 15° may have additional joist nails. 3) THDH models - All sloped, skewed, or combinations require bevel cut on joist in all applications. 4) THD models - All sloped, skewed, or combinations require bevel cut or square cut on joist in all applications. 52% of table bad Add SL, slope required, and up (U)or down (D), to product number. Example: THDH410SL30D • • • •• • • Typical THD installation THPlingle • ••.• • • • • • • • •• • ••••Leeft � • *Left ' I • • •V1106 I' • • •• •• • • • • • • • • • • • . • • • • • • • • • •• Right • flan •••• 77-?7doi ble or lartbr • • W Raised dimple allows 30°to45° nailing THDH26 2 1-800-328-5934 • www.USPconnectors.com N 0 m 0 0 U 7,2 .0 rn U Materials: 12 gauge Finish: G90 galvanizing Options: See Specialty Options Chart. Codes: ESR-1881, FL821, FL9835, Dade County, FL 06-0921.05 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven in at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed Toad values. SeeEWP appl ca; bns pages a214 2$ Drive joist nails into header at 30° to 45° to achieve listed loads. W2jo� THDH USRP; Y. d CONNECTORS' A MRek' Company Typical THDHdouble shear installation l`I Typical THDH26-2 • 111J LA11d tI V11 Dimensions Fastener Schedule;' Allow able Loads (Lbs.) Header Truss DF-L/SP S-P-F Joist/ Truss Size L'SP Stock No. Floor Roof Uplift' Floor Roof Uplift' Code 2 6 8 Ref. No. W H D Qty Type Qty Type 100% 115% 125% 160% 100% 115% 125% 160% Ref. x - 2 8 THDH26 HGUS26 1-5/8 5-7/16 5 20 16d 8 16d 3915 4505 4895 2340 3370 3880 4200 1965 6, F15, F18, 02, R13 x -10 THDH28 HGUS28 1-5/8 7-3/16 5 36 16d 12 16d 6770 7395 7395 4370 5830 6210 6210 3670 6, F15, F18, 02, R13 2 x 10 -12 2-11/16 9-1/4 THOH210 -- 1-5/8 9.3/16 5 46 16d 16 16d 8725 9580 9600 5400 6835 7385 7750 4535 6, F15, R13 x -14 2-11/16 11-1/4 THCH27925 HGUS2.75/10 2-3/4 9-1/8 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 00" E,;15, F18, 02, R13 x -16 TH0927112 HGUS2.75/12 2-11/16x 14 23/4 10-7/8 4 56 16d 14 16d 9845 9845 9845 5225 7655 • 8135 • 8270 43904 • • 6, F15, R12 • • • • -16 TH0H2714 HGUS2.75/14 3-1/4 9-1/2 2-3/4 12-1/4 4 66 16d 16 16d 9845 9845 9845 6810 81101 •8Z71 8270 514 • 6, F15, R13 x TH0H3210 HGUS325/10 3-3/16 9-3/8 4 46 16d 12 16d 8260 8260 8260 3490 6935 935 930 • • • • • 6,: 5, 018, 02•R1 3 3-1/4 x 10-5/8 T9093212 HGUS3.25/12 2 6.8 3-3/16 10-5/8 4 56 168 14 168 9845 9845 9845 5960 8270 I = 8n7' •6935 8270 5105 6, F15, R13 (2) x THCH26-2 HGUS26-2 (2) 2 8 10 3-7/16 5-3/8 4 20 16d 8 16d 3915 4505 4795 2235 3370 • 1/398s • • 4030 1880 •6, 018, F15, 0222 x - THDH23-2 HGUS28-2 2 10 3-7/16 7-1/8 4 36 16d 10 16d 6535 7515 8025 2665 5635 116136 • 6740 2i49 13• t • • 6, F15, R13 (2) x -12 4 6 8 THDH210-2 HGUS210-2 THDH46 3-7/16 9-1/8 4 46. 16d 12 16d 8260 8260 8260 3490 6935 • 6935 • 6935 2�30 - Ir 1•18, F15, D2•R13• x - HGUS46 3-9/16 5-3/8 4 20 168 8 16d 3915 4505 4895 2605 3370 3:8a • 4215 2190 - • • 6, F18, F15, D2, R13• 4 x 8- 10 THDH48 HGUS48 3-9/16 7-1/8 4 36 16d 10 16d 6535 7515 • Ittptl • •6580 • • 4 x 10 -12 4 12 TH7-1410 HGUS410 3-9/16 9-1/8 4 46 16d 12 16d 8260 9010 7835 9010 3185 3970 5635 7120 • •757O • 7570 2675 • 31i3i • • 6, R13 ''' • • • 6, F18, F15, 02,4•3• • • x -14 THCH412 HGUS412 3-9/16 10-1/2 4 56 16d 14 16d 9845 9845 9845 5225 8270 4390 • 6, F15, P.13 4 x 14.16 (3)2 x 6 - 8 THL11414 , HGUS414 3.9/16 13-1/6 ' 4 ' 66 16d 16 16d 9845 9845 9845 6810 8270 •.0;71. • 8270 •8270 •8270 5835ee^ • • 6, F15, R13 • 2 THDH26-3 HGUS26-3 5-1/815-7/16 4 20 16d ' 8 16d 3915 4505 4795 2235 3370 • 3880 '4030 'W°al _ l 6, F15, D2,t8!3 ' • (3) x 8 -10 2 10 THCH26-3 HGUS28-3 Cb1/8 7.3/16 4 36 16d 12 16d 6770 .7785 8025 2665 5830 • 6705 • 6740 • 2240 •1 6, F18, F15, 02,, 4 3• (3) x -12 2 12 TH1'H210-3 HGUS210-3 ' 5-1/8 9-3/16 4 46 16d 16 16d 8725 9855 9855 4565 7520 J2 r •8275 434 , • • 69F15. F16, Pi3 (3) x -14 TH1:H212-3 HGUS212-3 5-1/8 11-3/16 4 56 16d 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 • ut, F15, R13 (3) 2 x 14 -16 THE H214-3 HGUS214-3 j 5-1/3 13-3/16 4 66 16d 22 16d 11645 11645 11645 5795 9780 9780 9780 4865 6, 015. R13 6x10-12 THEH610 HGU55.25/10, HGUS5.50/10 5-1/2 9 4 46 16d 16 16d 8725 9855 9855 4565 7520 8275 8275 3835 6, R13 6 x 12 -14 6 14 THCH612 HGUS5.25/12, HGUS5.50/12 5-1/2 11 4 56 16d 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 6, R13 x -16 THCH814 HGUS5.50/14 5-1/2 13 4 66 16d 22 16d 11645 11645 11645 5795 9780 9780 9780 4865 6, R13 6-3/4 x 9-14-1/2 THOH6710 HGUS2104, HGUS6.88/10 6-7/8 8-13/16 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 2930 6, F18, D2, R13 6-3/4 x 11.18 TH096712 HGUS2124, HGUS6.88/12 6-7/8 10-13/16 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 8270 4390 6, R13 6-3/4 x 13 - 20-1/2 7-1/4 9-1/4 TH111-16714 HGUS2144, 6-7/8 12-13/16 4 66 16d 16 16d HGUS6.88/14 9845 9845 9845 6810 8270 8270 8270 5835 6, R13 x -14 7-1/4 11-1/4 THDH, 210 HGUS7.25/10 7-1/4 9 4 46 16d 12 16d 8260 9010 9010 3970 7120 7570 7570 3335 6, F18, D2, R13 x -16 THGH7212 HGUS7.25/12 7-1/4 10-1/2 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 8270 4390 6, R13 7.1/4 x 14 -18 TH0H7214 HGUS7.25/14 7-1/4 12-1/4 4 • 66 16d 16 16d 9845 9845 9845 6810 8270 8270 8270 5835 6, R13 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted.2) - Dist nails need to be toe nailed at a 30° to 45' angle to achieve allowable loads shown. 3) Minimum nail penetration stall be 1.5/8- for 16d nails. 4$ptpgo�l eie1�Je 1. nS a' 1y p ¢s. G Sri: ^ "� : 1 r fro€ 1L�5ttt - peclalty Options Chart - refer to Specialty Options pages 194 to 195 for additional details. Option Skewed'a Sloped Seat)? Sloped / Skewed''''' Range 1' to 45' 1 to 45 See Sloped Seat and Skewed Allowable Loads 85%of table allowable load. 50% of table uplift load. 85% of table allowable load 52% of table allowable load. 50% of table uplift load. Ordering Add SK, angle required, and right (R) or left (L), to product number. Ex. THDH410SK45R Add SL, slope required, and up (U) or down (D), to product number. Ex. THDH410-SL3OD See Sloped Seat and Skewed. Ex. THDH410-SK45RSL3OD 1) Sxewe d 1 HUH hangers with skeyrs greater than 15' a ways have all joist nailing on one side of the outside flange. 2) Sloped or sloped / skewed hangers with slopes greate than 15° may have additional joist nails. 3) AI! sloped, skewed, or combinations require bevel cut on joist in all applicafions. Inverted flange option is . iot available for THDH models. 1-800-328-5934 • vr'ww.t:SPconnec1ors.com Raised dimple allows 30° to 4-5> r ng '-4F THDH26 2 USP2173.111 • This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: ' A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB 91 Su mi ir._y Shee.I COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erectoror erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trussesfor a particular rooforfloor.These recommendations are based upon the collective experience of leading technical CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses HIB-91" from the Truss Plate institute Trusses stored horizontallyshould be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain.. DANGER: A DANGER designates a condition vvhere failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WARNING: >A WARNING describes a condition wherefailuretofollow instructions could result in severe personal injury ordamage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 personnel inthe woodtruss industry, but must, duetothe nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Th us, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arisingfromthe use, application or reliance onthe recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing pjip iId be no less than 2x4 grade rriarked.lumbef. AIL tonneAli ; should be made wick rniriimum of 2.1.6d nails. Ail trusses assumed 2'•etriventer or4ess :All m i•,�;yr trusses should be •-t?rtitected together in :accorJ dance with design dtd Mr gs pr;di+td jnstatt2tion.'• CAUTION: :Trusses should not be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. ARNING: Do not break banding until instalia- rrbegins or lift bundled trusses by the bands. . • •••••s • • Trusses stored vertically should be braced toprevent toppling or tipping. DANGER: Do not store bundles upright unless,: properly braced. DANGER: Walking on trusses which are Tying flat is extremely` dangerous and should be strictly prohibited. Frame 1 - Tag Line WARNING: Do not attach cables, chains hooks to the web members. or less 1 I Approximately Y2 truss length or less I I Approximately 1/2 truss. length Truss spans less than 30'. Spreader Bar Toe In Toe In Approximately 1/2 to %truss length Less than or equal to 60' Approximately 1/2 to 373 truss length Less than or equal to 60' WARNING: Do not lift single trusses with spans greater than 30' by the peak. MECHANICAL' INSTALLATION Tag Line Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line Strongback/ SpreaderBar At or above mid -height Tag Line 10' Approximately 1 to'/4 truss length Greater than 60' a• e pproximatelV %3 to 3/4 truss length •..• •• • • • •greater thann 60i •... CAUTION: Temporary brac,pig shown in this summary sheet is adequate fora he installati i of trusses with similar configura'iions. Consult a registered professional engtrtenelf.a different bracaktgr arrangement is desired. The engineer may design bracing in accerdanee wlttiet?C§ Recbr»Tt ended Design Specification for; Temporary Bracing of Metal Plafe.Cori'rtectecf Wood Trusses, DSD-89, and in some cases determine that a wider spacing is possible "•y GROUND BRACING BUILDING'INTERIOR 1 atrueiofbre a o of [uaee Ground brace ,/ L�\� ertical (GBV) iTop Chord -ZGBV Ground brace. ��'' diagonals 1GB0); Note: 2ndrfloOr,,, etem shall have adequate ieAFfti i y to support ground is ... Yef floor • •' GROUND BRACING: BUILDING EXTERIOR. Ground brace vertical (GBV) Driven ground stakes AUTION: Ground bracing required for all installations. Typical vertical.; attachment braceyattruss of brae lateral (LBO, group of trustees Plan End Wall Sra-e End brace (EB) Typical horizontal tie member with multiple stakes (HT) Frame 2 12 Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 4 or greater SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD' DIAGONAL BRACE SPACING (DBs) [# trusses] SP/DF SPELHF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10" or Greater • • • • • .. • • • • • • • • •.•• WARNING: Failure to follow these recommendations could result er severe personal injury or damage to trusses or buildings. •• •• • "r... Attachment Required • • • • ••• • ..• • • • •• • ••.••.• • • • • • • • .::.• rtTCN, P TRU• SS • • SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOPCHORD DIAGONAL BRACE SPACING''(DBS) [# trusses] SP/DF 1SPF;HF Upto28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace —� Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. •• .,.. ▪ 0•••e • • • • • •• •/� • • .•••.. .••••. • • • >r•• • • • • •• • Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS Frame 3 12 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. WEB MEMBER PLANE SPAN MINIMUM PITCH BOTTOM' CHORD LATERAL BRACE SPACING(LB& BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) I# trusses] SP/DF 20 SPF/HF 15 Up to 32' 4/12 15' Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ...... All lateral braces lapped at least 2 trusses. . • • .. • , • • .. • •••••.•• .1'15Q1T®N IORD PLANE • . WARNING: Failure to follow these recommendations could resuJtin,,' severe personal injury or damage to trusses or buildings., r— Permanent s continuous o lateral bracing •g as specified by the truss engineering. Frame 4 •• • ••;• ....• • • • ••• • • • Cross bracing repeated at each end of the building and at 20' intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP/DF SPF/HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir t The end, diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses.` 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed 10 the underside of the top chord when purlins are attached to the topside of the top chord End diagonals are essential for stability and must be duplicated On both ends of the truss system. Continuous Top Chord Lateral Brace Required •• • • • • • • a 10' or Greater Attachment Required 000* WARNING: Failuretofollowthese recommendations could result in • severe personal injury or damage to trusses or buildings. P 1 Y g...•• . •. /F 30" or greater • • ••• • i. • • •• • • • • • • • •• • • • •••• • •••• • •••+•• •• 4x2 PARALLEL'' CHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. All lateral braces lapped at least two trusses. End diagonals are essential for stability and must be duplicated on both ends of the truss system. • • • • •••• cpntinuot§s Tep Chow'. • • Lateral Brace �•: Required 10" or Greater • • Attachment z Required —/ >G x • ' 3. " Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. Frame 5 SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP/DF SPF/HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer .DF - Douglas Fir -Larch 4HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS. Ali lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Grate r • • • • f • • • • • • • • ttachmeni equired ' •. • • .• WARNING: Failuretofollowthese recommendations could resurn• severe personal injury ordamage to trusses or buildings. ..„„ •.•• • • • • •.a • • • • • • • .•••• t Maximum Misplacement Lesser of D/50 or 2" Plumb Line INSTALLATIONTOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1 /2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" 7' 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 WARNING: Do not cut trusses. Length L(in) . • . •••.•• ...BOW .• •-• ..r .....::. L(in) Lesser of L/200 or 2" L(in) . L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' L(in) Lesser of L/200 or 2" L(in) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. 1 DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. Frame 6