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HomeMy WebLinkAboutPermit File BLD-2019-0529 3943 Rock Ridge Parkway (6) 0 As h I ev RVa H c e 33 NW Franklin Ave.,Suite no Bend,OR 97703 • ENGINEERING , I N C (541)647-1445 RFI Memo RFI No.: 004 Date: March 6, 2020 CITY OF ANACORTES & To: Strandberg Design PLANNING BUILDING DEPT: P.O. Box 319 Anacortes, WA 98221 ArP RO ED PLANS (360)293-7431 PERMIT#: 6LD �2.Odoi —O 2,9 Project: Neuman R Ridge Parkway e ADDRESS: "/ Rock R, c 3943 Rock Rid a Parkwa _35 Anacortes, WA 98221 APPROVED BY: / �'' ..� 2C,,,Zp) Job#: 19748 SUBJECT TO FIELD INSPECTION. APPROVED PLANS SI IALL NOT BE ALTERED vvI I HUU I AUTHORIZATION. Subject: Approval of As-Built Field Change Comments: Per the Contractors request, our office approves the structural stability of the as-built field change per the photos on the next page. Sincerely, John D. Fischer, PE 85686 Principal Engineer �Op,V ID FISH 0� of wAsy1 y� ft .! ., ...... 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Pages or sheets covered by this seal: U1375667 thru U1375669 My license renewal date for the state of Washington is May 16, 2021. CITY OF ANACORTES PLANNING BUILDING • DEPr• , r PR VF Pi_ANS 1 7 _ , 7 PERMIT ##: _- BLD- 20i9 - 1� 2 ADDRESS 3.7 , _. __c_K R i pe.,,), -24942-49 APPROVED • :Y., -_ - c�Lf SUBJECT To FIELD li;;SPEl,-r,(1, °s. >���t.was �s'F'� SHALL NOT 8E ALTERED WITHOUT I-: ��A1������F`�ED �'`LAI°M� �..°�.:�. �l�c� SOU"� AUTIIORIZATION. ,pK:il, 065 0 �sTEVL �' %� i February 28,2020 Galinski, John IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply Strandberg-3943 Rock Ridge Ct-Anacortes U1375667 26601 A2 GABLE 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.320 s Jan 21 2020 MiTek Industries, Inc. Thu Feb 27 15:31:34 2020 Page 1 ID:QUGigNXGuMiJxUy8KCKmw_yjTLf-2V8QCinVXV0gvg3d51 gL5CHpN_1 bGzjPFW6TLEzgtgt 33-10-8 -1-10-8 8-1-4 12-8-6 16-0-0 20 0-0 23-10-12 31-6-8 3 0 1-10-8 I 8-1-4 I 4-7-2 3-3-10 4-0-0 I 3-10-12 7-7-12 10 0154 1-10-8 1 Scale=1:58.2 REPAIR DETAIL TO STUB BACK 5-1/2" ON RIGHT SIDE ATTACH 1/2'PLYWOOD OR OSB GUSSET(15/37'RATED SHEATHING 32/16 EXP 1) •+ + + TO EACH FACE OF TRUSS WITH(0.131"X 3")NAILS DRIVEN THROUGH BOTH SHEETS +++++ OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: • + + 2 x 3's-1 ROW,2 x 4's-2 ROWS,2 x 6's-3 ROWS,2 x 8'S AND LARGER-3 ROWS:SPACED @ 4"O.C. + + + NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK 1.50 12 FACE FOR A NET 2'O.C.SPACING IN THE TRUSS. USE 2"MEMBER END DISTANCE. NEW MEMBER 12"X 24" 2X4 SPF No.2 4x7 = 12x12 -I-- 3x6 II 3x6 II H I 2x4 II 2x4 II G + + 4x6 3x5 = 2x4 II + 3x6 = 2x4 II E AF F _ '041 — - -++, 10x12 — , D [7 o C -. �€ `� .,...,,,...„..\ aw.- MUM alb _ • M L K J 6x12 = 3x4 = 21"X 24" 5x10 MT18HS = 5x6 = STUB BACK 5-1/2" 3x10 = 3x10 = Gussets may be trimmed tight to edge of hanger 8-1-4 I 16-0-0 I 23-10-12 24-A-0 31-6-8 32-0 0 8-1-4 7-10-12 7-10-12 0.14 7-5-8 0-5- Plate Offsets (X,Y)-- [B:0-5-4,Edge], [F:0-3-8,0-0-7], [G:0-6-0,0-4-8], [J:0-1-10,0-2-0], [K:0-5-0,0-1-0], [L:0-5-0,0-0-9], [L:0-4-12,0-3-0], [V:0-1-13,0-0-4], [Z:0-1-14,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.44 L-M >855 240 MT20 197/144 Snow(Pf) 25.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.73 L-M >514 180 MT18HS 197/144 TCDL 7.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.16 J n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-S Weight: 190 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x12 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, E-G,C-E: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. WEBS 2x3 SPF No.2 *Except* WEBS 1 Row at midpt G-J G-J,H-J: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x3 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1449/0-5-8, J=1465/Mechanical Max Horz B=136(LC 9) Max Uplift B=-248(LC 8), J=-234(LC 12) Max Gray B=1527(LC 19), J=1822(LC 19) FORCES. (Ib)-Max. Comp./Max. Ten.-All forces 250 (Ib)or less except when shown. TOP CHORD B-C=-5200/685, C-D=-5233/608, D-E=-4406/507, E-AF=-4370/508, F-AF=-4363/511, F-G=-2542/282, H-J=-490/105 BOT CHORD B-M=-720/5038, L-M=-685/5016, K-L=-450/3595, J-K=-216/1984 WEBS C-M=0/305, G-K=-75/1118, G-J=-2330/292, D-M=0/390, D-L=-827/219, F-L=-61/974, F-K=-1361/249 NOTES- 1) Wind: ASCE 7-10;Vult=115mph (3-second gust)Vasd=9lmph;TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope)gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. O IA L GAL, 3) TCLL:ASCE 7-10; Pr=25.0 psf(roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf(flat roof snow: Lumber DOL=1.15 S A. Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 \ O� WASy7 '/ 4) Unbalanced snow loads have been considered for this design. �� - - - \F 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 7' non-concurrent with other live loads. .. 'F 6) All plates are MT20 plates unless otherwise indicated. Ir '--/ 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. -4 or 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4, 43065 D w 10) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O.� FGISTEV will • er to girder t between she for truss to truss connect ct obottom chord and any ns.r members. ASS/ONAL�NG, 11) Ref 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint J. 13) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) B.This connection is for uplift only and does not consider lateral forces. February 28,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1.7473 rev. 10/03/2015 BEFORE USE. MIMI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Qty Ply Strandberg-3943 Rock Ridge Ct-Anacortes U1375667 26601 A2 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC - V2S 7P6, 8.320 s Jan 21 2020 MiTek Industries, Inc. Thu Feb 27 15:31:34 2020 Page 2 ID:QUGigNXGuMiJxUy8KCKmw_yjTLf-2V8QCinVXV0gvg3d51 gL5CHpN_1 bGzjPFW6TLEzgtgt NOTES- 14) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 . LOAD CASE(S) Standard - AIV A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS!/TP11 Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Job Truss Truss Type Qty Ply Strandberg-3943 Rock Ridge Ct-Anacortes U1375668 26601 A3 Monopitch 2 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.320 s Jan 21 2020 MiTek Industries,Inc. Thu Feb 27 15:15:25 2020 Page 1 ID:QUGigNXGuMiJxUy8KCKmw_yjTLf-w455gN2hknwA9wU0g0o6JsfDvNJvjjqnRGuiruzgu40 33-10-8 -1-10-8 I 8-1-4 I 12-8-6 I 16-0-0 I 20-0-0 I 23-10-12 I 31-6-8 32I0� I 1-10-8 8-1-4 4-7-2 3-3-10 4-0-0 3-10-12 7-7-12 0-5 1-10-8 Scale= 1:58.2 REPAIR DETAIL TO STUB BACK 5-1/2" ON RIGHT SIDE ATTACH 1/2"PLYWOOD OR OSB GUSSET(15/37'RATED SHEATHING 32/16 EXP 1) 1.50 12 + + + TO EACH FACE OF TRUSS WITH(0.131"X 3")NAILS DRIVEN THROUGH BOTH SHEETS +++++ OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: • + + 2 x 3's-1 ROW,2 x 4's-2 ROWS,2 x 6's-3 ROWS,2 x 8'S AND LARGER-3 ROWS:SPACED @ 4"O.C. + + + NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK 12"X 24" FACE FOR A NET 7'O.C.SPACING IN THE TRUSS. USE 2"MEMBER END DISTANCE. 12x12 = \ H I ME 2X4NEW SPF EMB No.2R 4x6 = 3x5 = G +++ F /, 3x6 = E N �* ++* , B 10x12 = p g� 414 lib, - + v , o o ice, : '= M L K J 6x12 = 3x4 = 5x10 MT18HS = 5x6 = 21"X24" STUB BACK 5-1/2" Gussets may be trimmed tight to edge of hanger I 8-1-4 I 16-0-0 I 23-10-12 24 -0 31-6-8 32I/0 0 4 8-1-4 7-10-12 7-10-12 0- - 7-5-8 015-8 Plate Offsets(X,Y)-- [B:0-5-4,Edge], [G:0-6-0,0-4-8], [J:0-1-10,0-2-0], [L:0-4-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.44 L-M >855 240 MT20 197/144 Snow(Pf) 25.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.73 L-M >514 180 MT18HS 197/144 TCDL 7.0 Rep Stress lncr YES WB 0.91 Horz(CT) 0.16 J n/a n/a BCLL 0.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight: 173 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, E-G,C-E: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-J G-J,H-J: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1449/0-5-8, J=1465/Mechanical Max Horz B=136(LC 9) Max Uplift B=-248(LC 8), J=-234(LC 12) Max Gray B=1527(LC 19), J=1822(LC 19) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B-C=-5200/685, C-D=-5233/608, D-E=-4406/507, E-N=-4370/508, F-N=-4363/511, F-G=-2542/282, H-J=-490/105 BOT CHORD B-M=-720/5038, L-M=-685/5016, K-L=-450/3595, J-K=-216/1984 WEBS C-M=0/305, G-K=-75/1118, G-J=-2330/292, D-M=0/390, D-L=-827/219, F-L=-61/974, F-K=-1361/249 NOTES- 1) Wind:ASCE 7-10; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope)gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=25.0 psf(roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf(flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 O N L. GAL/A, 3) Unbalanced snow loads have been considered for this design. ,S 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs " OF WASy7� 'l non-concurrent with other live loads. ,Sk-' ., 5) All plates are MT20 plates unless otherwise indicated. Q' / ., 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..• ..• '2 7) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r -" will fit between the bottom chord and any other members. 8) Refer to girder(s)for truss to truss connections. ,a /i 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint J. -p z 43065 v. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) B. This connection is for uplift 0 FG/STERti `. 4 only and does not consider lateral forces. 4, Cs 11) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI S1ONAL � 1. LOAD CASE(S) Standard February 28,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. swim Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Qty Ply Strandberg-3943 Rock Ridge Ct-Anacortes U1375669 26601 A4 GABLE 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.320 s Jan 21 2020 MiTek Industries,Inc. Thu Feb 27 15:43:57 2020 Page 1 ID:QUGigNXGuMiJxUy8KCKmw_yjTLf-oRXI8mmZYndFY0MQ7ZVaiuZm cUcZr0am6cblwgzgtfG 30-1-9 32-0-0 1 10 8 5-11-6 12-8-6 19-10-2 19-�( -9 24-0-0 28-0-0 30-0-3 1I31.6-8 1-10-8 I 5-11-6 I 6-9-0 I 7-1-12 0-i!6 4-0-7 I 4-0-0 I 2-0-3 0-1I6 015-8 1-4-15 Scale=1:59.7 REPAIR DETAIL TO STUB BACK 5-1/2" ON RIGHT SIDE + + + ATTACH 1/2"PLYWOOD OR OSB GUSSET(15/32"RATED SHEATHING 32/16 EXP 1) + + TO EACH FACE OF TRUSS WITH(0.131"X 3")NAILS DRIVEN THROUGH BOTH SHEETS + + + OF PLYWOOD AND CLINCHED PER THE FOLLOWING NAIL SCHEDULE: • + + 2 x 3's-1 ROW,2 x 4's-2 ROWS,2 x 6's-3 ROWS,2 x 8'S AND LARGER-3ROWS:SPACED@4"O.C. + + + NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2"O.C.SPACING IN THE TRUSS. USE 2"MEMBER END DISTANCE. 3-7-12 NEW MEMBER •� ,r 2X4 SPF No.2 1.5x4 II 3x4 ------ 1.5x4 II 1.5x4 II 1.5x4 II I I 1.50 12 3x5 = W E 5x12 = • G : + -i 10x12•= D in v Y 5x6 II = + + + .4 4. IV - 4.+ + + + . C 1.0. 1 i g A•4:1:h B t + + + A �� / + + t + 1.5x4 II + + + + -I ^tttt J - EZI 6x8 = P 0 N M 3x4 II L K J 5x8 = 5x7 = STUB BACK 5-1/2" 3x4 = 3x4 = 3x8 = Gussets may be trimmed tight to edge of hanger 8-1-4 I 17-9-4 I 24-0-0 I 28-0-0 I 31-6-8 32/0 0 8-1-4 9-8-0 6-2-12 4-0-0 3-6-8 0-5-b Plate Offsets(X,Y)-- [B:0-5-4,Edge], [I:0-1-4,0-2-0], [K:0-2-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.15 N-P >999 240 MT20 197/144 Snow(Pf) 25.0 Lumber DOL 1.15 BC 0.70 Vert(CT) -0.31 N-P >665 180 MT18HS 197/144 TCDL 7.0 Rep Stress lncr NO WB 0.85 Horz(CT) 0.02 J n/a n/a BOLL 0.0 Code IBC2015/TP12014 Matrix-S Weight: 152 lb FT= 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x12 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins, E-M: 2x4 SPF No.2, F-I: 2x4 SPF 2100F 1.8E, C-E: 2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2*Except* MiTek recommends that Stabilizers and required cross bracing D-N,I-J: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2x3 SPF No.2 Installation guide. REACTIONS. (lb/size) B=687/0-5-8, N=2218/0-5-8, J=1086/Mechanical Max Horz B=110(LC 9) Max Uplift B=-141(LC 8), N=-314(LC 12), J=-157(LC 8) Max Gray B=689(LC 36), N=2424(LC 38), J=1697(LC 38) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B-C=-1412/206, C-D=-1043/72, D-W=-220/1200, E-W=-214/1221, E-F=-149/1018, F-X=-1946/156, X-Y=-1872/155, G-Y=-1862/155, G-H=-1939/173, H-I=-1425/153, I-J=-1655/173 BOT CHORD B-P=-235/1340, O-P=-383/240, N-0=-383/240, M-N=-195/272, L-M=-194/325, K-L=-97/1350 WEBS C-P=-380/185, D-P=0/866, D-N=-1562/333, E-N=-1594/283, F-L=-189/1735, G-L=-1157/160, H-L=-44/652, H-K=-1364/172, I-K=-187/1988, F-N=-943/46 NOTES- 1) Wind:ASCE 7-10; Vult=115mph (3-second gust)Vasd=9lmph;TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry O�4 L. GAL/Iv Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. �� WASH Ar 3) TCLL:ASCE 7-10; Pr=25.0 psf(roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf(flat roof snow: Lumber DOL=1.15 ti Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 �� /,: N ,z 4) Unbalanced snow loads have been considered for this design. ( ' 2 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs -,i 1 non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. .o I,,I 7) Gable studs spaced at 2-0-0 oc. 43065 �v 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0,C� �P•6C/STER�� �� 9) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �S — G\ will fit between the bottom chord and any other members. S/ONALE ' 10) Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint J. 12) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) B.This connection is for uplift February 28,2020 only and does not consider lateral forces. • ,.-. . .-.- ! WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall fall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Qty Ply Strandberg-3943 Rock Ridge Ct-Anacortes U1375669 26601 A4 GABLE 1 1 Job Reference (optional) Alliance Truss (CA), Abbotsford, BC -V2S 7P6, 8.320 s Jan 21 2020 MiTek Industries, Inc. Thu Feb 27 15:43:57 2020 Page 2 ID:QUGigNXGuMiJxUy8KCKmw_yjTLf-oRX18mmZYndFYOMQ7ZVaiuZmcUcZr0am6cblwgzgtfG NOTES- 13) One RT15 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) N. This connection is for uplift only and does not consider lateral forces. 14) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIJTPI 1 . 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1 .15, Plate Increase=1 .15 Uniform Loads (plf) Vert: A-E=-64, E-F=-64, F-X=-64, I-X=-174, B-J=-20 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Bradford, ON, L3Z 3G7 Symbols Numbering System stem Pik Genera _ SafetyNotes PLATE LOCATION AND ORIENTATION 3j °' Center plate on joint unless x, y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury 11 Dimensions are in ft-in-sixteenths. j Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. <.... and fully embed teeth. TOP CHORDS diagonal or X bracing, is always required. See BCSI. 1 [ C1-2 C2-3 2. Truss bracing must be designed by an engineer. For ®-/16 4 wide truss spacing, individual lateral braces themselves UIILII WEBS may require bracing, or alternative Tor I a bracing should be considered. CC 11 5 O 3. Never exceed the design loading shown and never Q_ amimmode4E ji U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building p 9 locate I— designer, erection supervisor, property owner and For 4 x 2 orientation, BOTTOM CHORDS all other interested parties. plates 0- 16 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the /h M 4width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to `� to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek®All Rights Reserved approval of an engineer. �;�j� reaction section indicates joint 'imilla number where bearings occur. 17. Install and load vertically unless indicated otherwise. InMin size shown is for crushing only. JIM" , , 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. industry Standards: ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back,words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. F is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, Mjf' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015