Loading...
HomeMy WebLinkAboutLecesse O and Ms - Division 06 Jason Socola Jason Socola ✔ cba Pre-Engineered design requirement removed in D/B negotiations. LeCesse assumes all responsibility and liability for stair design and engineering requirements. 02-02-15 NB 12-15-14 Re: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1 Sec. 2. The truss drawing(s) referenced below have been prepared by Mitek Industries, Inc. under my direct supervision based on the parameters provided by thru T6649485T6649455 Albani, Thomas ROOF DESIGN INFO Pages or sheets covered by this seal: Montgomery Truss & Panel. JOB1403595 My license renewal date for the state of New York is June 30, 2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. November 24,2014 BC 6-6-0 13-0-0 13-0-0 2-10-0 TC 6-6-0 13-0-0 HO 2-10-0 HO 2-10-0 A 2x4 B 2x4 C 6x6 D 6x10 E 4x10 F 6x10 W:508 R:6369 U: 28 W:508 R:5723 U: 30 ALL PLATES ARE MT2020 +LOAD ASSIST USED TO CALCULATE LOADS+ JOB1403595 GT01 Engineering T6649455 Job Mark Quan 1*2P Type FLAT Span 130000 P1-H1 21000 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 120.8 LBS Scale: 0.446" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 *************** * 2-Ply Truss * *************** Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.59 2x 4 SPF-#2 BC 0.59 2x 8 SP-2400f-2.0E WB 0.92 2x 6 SP-#1 -- 0.04 2x 4 SPF-STUD D -A C -B -- 0.74 2x 4 SPF-#2 E -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 0- 0 or 48.0" 0- 0- 0 13- 0- 0 BC 120.0" 0- 0- 0 13- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 6369 29 U 58 R C 5723 30 U 58 R Jt Brg Size Required D 5.5" 4.4" C 5.5" 3.9" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 13.0’ BC V 15 20 0.0’ 13.0’ BC V 317 488 3.1’ 11.1’ BC V 542 833 0.1’ CL-LB BC V 571 879 2.1’ CL-LB BC V 527 811 12.1’ CL-LB Plus 6 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -F 0.59 21 C 0.00 0.59 F -B 0.59 21 C 0.00 0.59 --------Bottom Chords--------- D -E 0.56 8920 T 0.18 0.38 E -C 0.59 8920 T 0.18 0.41 -------------Webs------------- D -A 0.04 374 C WindLd D -F 0.92 9528 C E -F 0.74 6089 T F -C 0.92 9528 C C -B 0.04 374 C WindLd TL Defl -0.16" in D -E L/885 LL Defl -0.08" in D -E L/999 Shear // Grain in E -C 0.97 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 6.0x10.0 Ctr-1.0 0.99 B MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 6.0x10.0 1.5 Ctr 0.99 E MT20 4.0x10.0 Ctr-1.4 0.89 C MT20 6.0x 6.0-1.0 Ctr 0.89 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 2 COMPLETE TRUSSES REQUIRED. Fasten plies together in staggered pattern. Connector Rows Spacing TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 3 12.0 in WB 10d Gun Nails 1 8.0 in Web Connection Exception -- Space connectors for the following webs- D -F 1 rows @ 4.0" o.c. F -C 1 rows @ 4.0" o.c. 10d gun nails (0.131"x3") must be installed as noted above, as each layer is applied. Plus clusters of nails where shown. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 9528 Lbs Max tens. force 8920 Lbs Connector Plate Fabrication Tolerance = 20% Provide metal plate or equiv. at bearing(s) D to support reaction shown. This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:22 AM Page 1 November 24,2014 BC 6-0-12 12-0-0 12-0-0 2-10-0 TC 6-0-12 12-0-0 HO 2-10-0 HO 2-10-0 A 2x4 B 2x4 C 6x6 D 4x12 E 4x8 F 5x10 W:508 R:6067 U: 32 W:508 R:5405 U: 33 ALL PLATES ARE MT2020 +LOAD ASSIST USED TO CALCULATE LOADS+ JOB1403595 GT02 Engineering T6649456 Job Mark Quan 7*2P Type FLAT Span 120000 P1-H1 21000 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 102.2 LBS Scale: 0.480" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 *************** * 2-Ply Truss * *************** Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.53 2x 4 SPF-#2 BC 0.79 2x 6 SP-2400f-2.0E WB 0.72 2x 6 SP-#1 -- 0.04 2x 4 SPF-STUD D -A C -B -- 0.71 2x 4 SPF-#2 E -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 or 48.0" 0- 0- 0 12- 0- 0 BC 120.0" 0- 0- 0 12- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 6067 32 U 60 R C 5406 34 U 60 R Jt Brg Size Required D 5.5" 4.2" C 5.5" 3.7" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 12.0’ BC V 15 20 0.0’ 12.0’ BC V 597 918 0.1’ CL-LB BC V 571 879 2.1’ CL-LB BC V 639 983 4.1’ CL-LB BC V 639 983 6.1’ CL-LB BC V 639 983 8.1’ CL-LB BC V 543 835 10.1’ CL-LB BC V 352 542 11.4’ CL-LB Plus 6 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -F 0.53 21 C 0.00 0.53 F -B 0.52 21 C 0.00 0.52 --------Bottom Chords--------- D -E 0.79 7615 T 0.20 0.59 E -C 0.79 7615 T 0.20 0.59 -------------Webs------------- D -A 0.04 371 C WindLd D -F 0.72 8247 C E -F 0.71 5838 T F -C 0.70 8273 C C -B 0.04 369 C WindLd TL Defl -0.13" in D -E L/995 LL Defl -0.07" in D -E L/999 Shear // Grain in E -C 0.88 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 5.0x10.0 Ctr-1.0 0.90 B MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 4.0x12.0 2.5 Ctr 0.95 E MT20 4.0x 8.0 Ctr-1.0 0.85 C MT20 6.0x 6.0-0.5 Ctr 0.88 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 2 COMPLETE TRUSSES REQUIRED. Fasten plies together in staggered pattern. Connector Rows Spacing TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 2 12.0 in WB 10d Gun Nails 1 8.0 in Web Connection Exception -- Space connectors for the following webs- D -F 1 rows @ 4.0" o.c. F -C 1 rows @ 4.0" o.c. 10d gun nails (0.131"x3") must be installed as noted above, as each layer is applied. Plus clusters of nails where shown. Provide drainage to prevent water ponding. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 8273 Lbs Max tens. force 7615 Lbs Connector Plate Fabrication Tolerance = 20% Provide metal plate or equiv. at bearing(s) D to support reaction shown. This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:25 AM Page 1 November 24,2014 BC 7-6-8 16-6-0 23-1-8 31-6-0 31-6-0 7-4-8 7-1-0 4 TC 104087-6-8 14-9-0 16060023-1-8 31-6-0 HO 1-0-0 HO 1-6-0 A 3x4 B 4x6 C 2x4 D 4x8 E 2x4G 7x8 H 3x6 I 5x6 K 5x8 L 5x10 M 8x10 N 5x6 SPL SPL W:508 R:1917 U: 96 W:508 R:1994 U: 107 ALL PLATES ARE MT202010- 814- 9- 0 16- 9- 01- 2- 0 JOB1403595 T01 Engineering T6649457 Job Mark Quan 31 Type MAN4 Span 310600 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 228.6 LBS Scale: 0.173" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.99 2x 4 SP-2700f-2.2E -- 0.92 2x 4 SPF-#2 B -C C -L BC 0.89 2x 4 SP-2250f-1.9E CW 0.88 2x 4 SP-2700f-2.2E WB 0.88 2x 4 SPF-#2 -- 0.41 2x 4 SPF-STUD A -K G -H I -L E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 6- 0 BC 120.0" 0- 0- 0 31- 6- 0 Continuous Lateral Restraint req’d at mid-point of webs: H -M Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1917 96 U 96 R E 1994 108 U 88 R Jt Brg Size Required A 5.5" 1.6" E 5.5" 1.7" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 31.5’ BC V 15 20 0.0’ 31.5’ TC V 0 0 7.0’ 0 45 14.8’ Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- K -H 0.88 3781 C 0.23 0.65 H -B 0.67 2753 C 0.03 0.64 B -C 0.03 281 C C -N 0.50 57 C 0.00 0.50 N -L 0.92 2616 C 0.07 0.85 L -D 0.99 3163 C 0.18 0.81 --------Bottom Chords--------- A -G 0.78 88 T 0.00 0.78 G -M 0.84 3607 T 0.13 0.71 M -I 0.62 3016 T 0.12 0.50 I -E 0.89 75 T 0.00 0.89 ----------Chord-Webs---------- B -N 0.53 2673 C 0.04 0.49 -------------Webs------------- A -K 0.39 1810 C WindLd K -G 0.88 3625 T G -H 0.11 266 T H -M 0.50 1183 C 1 Br B -M 0.32 564 C M -N 0.35 1461 T M -L 0.75 726 C I -L 0.08 202 T I -D 0.74 3051 T E -D 0.41 1866 C WindLd TL Defl -0.54" in H -B L/675 LL Defl -0.36" in H -B L/999 Shear // Grain in N -L 0.59 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI K MT20 5.0x 8.0 0.5 Ctr 0.95 H MT20 3.0x 6.0 Ctr Ctr 0.64 B MT20 4.0x 6.0 0.2 Ctr 0.57 C MT20 2.0x 4.0 Ctr Ctr 0.58 N MT20 5.0x 6.0-1.4 0.5 0.94 L MT20 5.0x10.0-0.8-2.4 0.99 D MT20 4.0x 8.0-0.3 0.1 0.99 A MT20 3.0x 4.0 Ctr Ctr 0.67 G MT20 7.0x 8.0-2.2 Ctr 0.89 M MT20 8.0x10.0 Ctr 0.5 0.99 I MT20 5.0x 6.0 2.7 0.2 0.99 E MT20 2.0x 4.0 Ctr Ctr 0.79 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req’d Max comp. force 3781 Lbs Max tens. force 3625 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:28 AM Page 1 November 24,2014 BC 14-9-0 31-6-0 31-6-0 7-4-8 6-9-5 4 TC 14-9-0 31-6-0 HO 1-0-0 HO 1-6-0 A 3x4 B 4x5 D 2x4 E 2x4 *2x4 II 6x6 JJ 2x4 KK 2x4 SPL ALL PLATES ARE MT2020 See Joint F For Typical Gable Plate Size and Placement10- 81- 2- 0 JOB1403595 T01G Engineering T6649458 Job Mark Quan 1 Type MAN4 Span 310600 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 227.1 LBS Scale: 0.191" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 24-NOV-14 CSI -Size- ----Lumber---- TC 0.14 2x 4 SPF-#2 BC 0.18 2x 4 SPF-#2 CW 0.26 2x 4 SPF-STUD WB 0.18 2x 4 SPF-STUD GW 0.16 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 31- 6- 0 or 48.0" 0- 0- 0 31- 6- 0 BC 120.0" 0- 0- 0 31- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 3736 193 U 206 R Jt Brg Size Required A 378.0" 0"-to- 378" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 31.5’ BC V 15 20 0.0’ 31.5’ TC V 0 0 7.9’ 0 33 14.8’ Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- KK-F 0.08 129 C 0.00 0.08 F -H 0.05 161 C 0.00 0.05 H -J 0.06 165 C 0.00 0.06 J -L 0.14 158 C 0.00 0.14 L -N 0.06 145 C 0.00 0.06 N -P 0.07 133 C 0.00 0.07 P -B 0.13 95 T 0.00 0.13 JJ-S 0.06 26 T 0.00 0.06 S -U 0.06 13 T 0.00 0.06 U -W 0.06 12 C 0.00 0.06 W -Y 0.05 30 C 0.00 0.05 Y -AA 0.09 47 C 0.01 0.08 AA-CC 0.04 62 C 0.00 0.04 CC-EE 0.04 71 C 0.00 0.04 EE-GG 0.05 72 C 0.00 0.05 GG-D 0.03 57 C 0.00 0.03 --------Bottom Chords--------- A -G 0.09 0 T 0.00 0.09 G -I 0.02 0 T 0.00 0.02 I -K 0.07 0 T 0.00 0.07 K -M 0.18 0 T 0.00 0.18 M -O 0.04 0 T 0.00 0.04 O -Q 0.02 0 T 0.00 0.02 Q -II 0.02 0 T 0.00 0.02 II-T 0.02 0 T 0.00 0.02 T -V 0.02 0 T 0.00 0.02 V -X 0.02 0 T 0.00 0.02 X -Z 0.06 0 T 0.00 0.06 Z -BB 0.09 0 T 0.00 0.09 BB-DD 0.02 0 T 0.00 0.02 DD-FF 0.02 0 T 0.00 0.02 FF-HH 0.02 0 T 0.00 0.02 HH-E 0.05 0 T 0.00 0.05 ----------Chord-Webs---------- II-B 0.26 324 C 0.00 0.26 B -JJ 0.11 311 C 0.00 0.11 -------------Webs------------- A -KK 0.18 339 C 0.00 0.18 E -D 0.10 291 C 0.00 0.10 ----------Gable Webs---------- G -F 0.16 191 C 0.01 0.15 I -H 0.10 153 C 0.01 0.09 K -J 0.11 286 C 0.00 0.11 M -L 0.07 208 C 0.00 0.07 O -N 0.04 221 C 0.00 0.04 Q -P 0.05 246 C 0.03 0.02 T -S 0.04 229 C 0.04 0.00 V -U 0.02 219 C 0.01 0.01 X -W 0.03 189 C 0.01 0.02 Z -Y 0.10 310 C 0.01 0.09 BB-AA 0.04 160 C 0.01 0.03 DD-CC 0.06 159 C 0.01 0.05 FF-EE 0.08 164 C 0.01 0.07 HH-GG 0.11 118 C 0.01 0.10 TL Defl 0.00" in A -G L/999 LL Defl 0.00" in A -G L/999 Shear // Grain in Z -BB 0.50 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI KK MT20 2.0x 4.0 Ctr Ctr 0.81 F MT20 2.0x 4.0 Ctr Ctr 0.00 H MT20 2.0x 4.0 Ctr Ctr 0.00 J MT20 2.0x 4.0 Ctr Ctr 0.00 L MT20 2.0x 4.0 Ctr Ctr 0.00 N MT20 2.0x 4.0 Ctr Ctr 0.00 P MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 4.0x 5.0 0.1-0.2 0.59 JJ MT20 2.0x 4.0 Ctr Ctr 0.58 S MT20 2.0x 4.0 Ctr Ctr 0.00 U MT20 2.0x 4.0 Ctr Ctr 0.00 W MT20 2.0x 4.0 Ctr Ctr 0.00 Y MT20 2.0x 4.0 Ctr Ctr 0.00 AA MT20 2.0x 4.0 Ctr Ctr 0.00 CC MT20 2.0x 4.0 Ctr Ctr 0.00 EE MT20 2.0x 4.0 Ctr Ctr 0.00 GG MT20 2.0x 4.0 Ctr Ctr 0.00 D MT20 2.0x 4.0 Ctr Ctr 0.52 A MT20 3.0x 4.0 Ctr Ctr 0.58 G MT20 2.0x 4.0 Ctr Ctr 0.00 I MT20 2.0x 4.0 Ctr Ctr 0.00 K MT20 2.0x 4.0 Ctr Ctr 0.00 M MT20 2.0x 4.0 Ctr Ctr 0.00 O MT20 2.0x 4.0 Ctr Ctr 0.00 Q MT20 2.0x 4.0 Ctr Ctr 0.00 II MT20 6.0x 6.0 Ctr Ctr 0.39 T MT20 2.0x 4.0 Ctr Ctr 0.00 V MT20 2.0x 4.0 Ctr Ctr 0.00 X MT20 2.0x 4.0 Ctr Ctr 0.00 Z MT20 2.0x 4.0 Ctr Ctr 0.00 BB MT20 2.0x 4.0 Ctr Ctr 0.00 DD MT20 2.0x 4.0 Ctr Ctr 0.00 FF MT20 2.0x 4.0 Ctr Ctr 0.00 HH MT20 2.0x 4.0 Ctr Ctr 0.00 E MT20 2.0x 4.0 Ctr Ctr 0.67 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req’d Max comp. force 339 Lbs Max tens. force 114 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/24/2014 8:57:56 AM Page 1 November 24,2014 BC 6-0-8 16-0-0 21-7-8 27-8-12 27-8-12 8-0-8 7-9-0 4 TC 104086-0-8 13-3-0 16-0-0 21-7-8 27-8-12 HO 1-6-0 HO 2-11-1 A 2x4 B 4x6 C 2x4 D 4x5 E 2x4 K 4x8 L 4x5 M 5x5 N 3x4 O 3x4 P 8x8 Q 4x6 SPL W:508 R:1774 U: 94 HGR R:1643 U: 84 ALL PLATES ARE MT202010- 81-10- 013- 3- 0 14- 5-12 JOB1403595 T02 Engineering T6649459 Job Mark Quan 47 Type MAN4 Span 270812 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 218.1 LBS Scale: 0.201" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.97 2x 4 SPF-#2 BC 1.00 2x 4 SPF-#2 -- 0.95 2x 4 SP-2250f-1.9E A -P CW 0.99 2x 4 SPF-1650f-1.5E WB 0.64 2x 4 SPF-#2 -- 0.40 2x 4 SPF-STUD A -K M -N L -O E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 27- 8-12 BC 96.0" 0- 0- 0 27- 8-12 Continuous Lateral Restraint req’d at mid-point of webs: N -P Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1775 94 U 121 R E 1643 84 U 120 R Jt Brg Size Required A 5.5" 1.5" E 3.5" 2.6" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 27.7’ BC V 15 20 0.0’ 27.7’ TC V 0 0 8.1’ 0 49 13.2’ Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- K -N 0.96 2695 C 0.02 0.94 N -B 0.99 2060 C 0.02 0.97 B -C 0.03 313 C C -Q 0.37 26 C 0.00 0.37 Q -O 0.74 1841 C 0.01 0.73 O -D 0.97 1750 C 0.01 0.96 --------Bottom Chords--------- A -M 0.55 108 T 0.00 0.55 M -P 0.95 2575 T 0.10 0.85 P -L 0.81 1674 T 0.18 0.63 L -E 1.00 92 T 0.00 1.00 ----------Chord-Webs---------- B -Q 0.85 1874 C 0.07 0.78 -------------Webs------------- A -K 0.37 1705 C WindLd K -M 0.64 2632 T M -N 0.07 228 C N -P 0.39 783 C 1 Br B -P 0.34 533 C P -Q 0.22 924 T P -O 0.14 170 T L -O 0.29 601 C L -D 0.45 1851 T E -D 0.40 1543 C WindLd TL Defl -0.50" in N -B L/650 LL Defl -0.34" in N -B L/943 Shear // Grain in N -B 0.66 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI K MT20 4.0x 8.0 0.3 0.1 0.96 N MT20 3.0x 4.0 Ctr Ctr 0.62 B MT20 4.0x 6.0 0.2 Ctr 0.60 C MT20 2.0x 4.0 Ctr Ctr 0.58 Q MT20 4.0x 6.0-1.9 0.6 0.83 O MT20 3.0x 4.0 Ctr Ctr 0.58 D MT20 4.0x 5.0-0.5-0.2 0.95 A MT20 2.0x 4.0 Ctr Ctr 0.95 M MT20 5.0x 5.0-2.7 0.3 0.90 P MT20 8.0x 8.0 Ctr 0.5 0.99 L MT20 4.0x 5.0 2.6 0.8 0.90 E MT20 2.0x 4.0 Ctr Ctr 0.53 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req’d Max comp. force 2695 Lbs Max tens. force 2632 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:39 AM Page 1 November 24,2014 BC 7-6-8 17-6-0 23-1-8 29-2-12 29-2-12 8-0-8 7-9-0 4 TC 7-6-8 14-9-0 17-6-0 23-1-8 29-2-12 HO 1-0-0 HO 2-11-1 A 2x4 B 3x6 C 2x4 D 4x6 E 2x4 F 5x8 H 4x5 I 6x6 J 3x6 K 3x6 L 8x10 M 4x5 SPLW:508 R:1741 U: 87 HGR R:1733 U: 88 ALL PLATES ARE MT2020 14- 9- 0 14- 5-121-10- 0 JOB1403595 T02A Engineering T6649460 Job Mark Quan 8 Type MAN4 Span 290212 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 222.9 LBS Scale: 0.204" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.98 2x 4 SPF-#2 BC 1.00 2x 4 SPF-#2 -- 0.98 2x 4 SP-2250f-1.9E A -L CW 0.94 2x 4 SP-2400f-2.0E WB 0.79 2x 4 SPF-#2 -- 0.42 2x 4 SPF-STUD A -F I -J H -K E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29- 2-12 BC 96.0" 0- 0- 0 29- 2-12 Continuous Lateral Restraint req’d at mid-point of webs: J -L Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1741 88 U 111 R E 1734 89 U 121 R Jt Brg Size Required A 5.5" 1.5" E 3.5" 2.7" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 29.2’ BC V 15 20 0.0’ 29.2’ TC V 0 0 9.6’ 0 49 14.8’ Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- F -J 0.94 3365 C 0.21 0.73 J -B 0.72 2220 C 0.02 0.70 B -C 0.03 312 C C -M 0.37 26 C 0.00 0.37 M -K 0.75 2007 C 0.01 0.74 K -D 0.98 1869 C 0.01 0.97 --------Bottom Chords--------- A -I 0.70 103 T 0.00 0.70 I -L 0.98 3211 T 0.12 0.86 L -H 0.82 1787 T 0.19 0.63 H -E 1.00 93 T 0.00 1.00 ----------Chord-Webs---------- B -M 0.54 2037 C 0.05 0.49 -------------Webs------------- A -F 0.35 1640 C WindLd F -I 0.79 3228 T I -J 0.12 288 T J -L 0.64 1266 C 1 Br B -L 0.33 507 C L -M 0.24 1018 T L -K 0.12 225 T H -K 0.31 653 C H -D 0.48 1975 T E -D 0.42 1634 C WindLd TL Defl -0.55" in I -L L/620 LL Defl -0.32" in I -L L/999 Shear // Grain in E -E 0.56 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI F MT20 5.0x 8.0 0.5 Ctr 0.86 J MT20 3.0x 6.0 Ctr Ctr 0.69 B MT20 3.0x 6.0 Ctr Ctr 0.62 C MT20 2.0x 4.0 Ctr Ctr 0.58 M MT20 4.0x 5.0-1.4 0.5 0.95 K MT20 3.0x 6.0 Ctr Ctr 0.37 D MT20 4.0x 6.0 Ctr Ctr 0.95 A MT20 2.0x 4.0 Ctr Ctr 0.91 I MT20 6.0x 6.0-2.2 Ctr 0.93 L MT20 8.0x10.0 Ctr 0.5 0.99 H MT20 4.0x 5.0 1.0 Ctr 0.87 E MT20 2.0x 4.0 Ctr Ctr 0.57 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req’d Max comp. force 3365 Lbs Max tens. force 3228 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:42 AM Page 1 November 24,2014 BC 103003030050300703009030011030013041215030017030019030020050223-3-0 25030027090027-9-0 8-0-8 7-9-0 4 TC 104081030030300503007030090300110300130300150300170300190300210300230300250300270900HO 1-6-0 HO 2-11-0 A 2x4 B 20G-MT2H-4x12 C 2x4 D 4x5 E 3x4F 5x5 G 2x4 K 2x4 L 2x4 M 2x4 N 2x4 O 2x4 P 2x4 Q 2x4 R 2x4 S 2x4 T 2x4 U 2x4 V 2x4 W 2x4 X 3x4 Y 2x4Z 2x4 AA 2x4 BB 2x4 CC 2x4 DD 2x4 EE 2x4 FF 2x4 GG 2x4 HH 2x4 SPL HGR R: 430 U: 112 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403595 T02G Engineering T6649461 Job Mark Quan 1 Type MAN4 Span 270900 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 228.0 LBS Scale: 0.157" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 24-NOV-14 CSI -Size- ----Lumber---- TC 0.65 2x 4 SPF-#2 BC 0.80 2x 4 SPF-#2 CW 0.76 2x 4 SPF-#2 WB 0.35 2x 4 SPF-#2 -- 0.24 2x 4 SPF-STUD A -K Q -R P -S O -T N -U M -V L -W G -FF Y -GG X -HH X -D E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 27- 9- 0 or 48.0" 0- 0- 0 27- 9- 0 BC 72.0" 0- 0- 0 27- 9- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- G 3075 69 U 231 R E 430 112 U 161 R Jt Brg Size Required G 245.1" 0"-to- 245" E 3.5" 1.5" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 27.8’ BC V 15 20 0.0’ 27.8’ TC V 0 0 8.1’ 0 49 13.2’ Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- K -R 0.10 15 T 0.01 0.09 R -S 0.21 32 T 0.01 0.20 S -T 0.21 54 T 0.01 0.20 T -U 0.21 75 T 0.01 0.20 U -V 0.22 97 T 0.01 0.21 V -W 0.21 107 T 0.01 0.20 W -B 0.44 192 T 0.03 0.41 C -CC 0.21 261 T 0.00 0.21 CC-DD 0.22 241 T 0.01 0.21 DD-EE 0.20 219 T 0.00 0.20 EE-FF 0.30 195 T 0.00 0.30 FF-GG 0.42 181 T 0.00 0.42 GG-HH 0.65 162 T 0.01 0.64 HH-D 0.50 136 C 0.00 0.50 --------Bottom Chords--------- A -Q 0.11 8 T 0.00 0.11 Q -P 0.21 8 T 0.00 0.21 P -O 0.22 8 T 0.00 0.22 O -N 0.22 8 T 0.00 0.22 N -M 0.22 8 T 0.00 0.22 M -L 0.22 8 T 0.00 0.22 L -F 0.24 8 T 0.00 0.24 F -BB 0.20 65 T 0.00 0.20 BB-AA 0.22 65 T 0.00 0.22 AA-Z 0.22 65 T 0.00 0.22 Z -G 0.80 65 T 0.00 0.80 G -G 0.80 155 T 0.00 0.80 G -Y 0.43 155 T 0.00 0.43 Y -X 0.67 155 T 0.00 0.67 X -E 0.56 134 T 0.00 0.56 ----------Chord-Webs---------- F -B 0.31 317 C 0.04 0.27 B -C 0.76 313 C 0.00 0.76 -------------Webs------------- A -K 0.08 394 C WindLd Q -R 0.07 328 C P -S 0.08 342 C O -T 0.10 338 C N -U 0.13 337 C M -V 0.16 331 C L -W 0.23 358 C BB-CC 0.35 339 C AA-DD 0.26 312 C Z -EE 0.22 343 C G -FF 0.24 391 C Y -GG 0.07 171 T X -HH 0.05 174 C X -D 0.06 224 T E -D 0.09 366 C WindLd TL Defl -0.32" in Y -X L/267 LL Defl -0.18" in Y -X L/465 Shear // Grain in G -G 0.96 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI K MT20 2.0x 4.0 Ctr Ctr 0.45 R MT20 2.0x 4.0 Ctr Ctr 0.37 S MT20 2.0x 4.0 Ctr Ctr 0.38 T MT20 2.0x 4.0 Ctr Ctr 0.37 U MT20 2.0x 4.0 Ctr Ctr 0.37 V MT20 2.0x 4.0 Ctr Ctr 0.42 W MT20 2.0x 4.0 Ctr Ctr 0.37 B MT2H 4.0x12.0 0.1-0.2 0.94 C MT20 2.0x 4.0 Ctr Ctr 0.58 CC MT20 2.0x 4.0 Ctr Ctr 0.39 DD MT20 2.0x 4.0 Ctr Ctr 0.40 EE MT20 2.0x 4.0 Ctr Ctr 0.38 FF MT20 2.0x 4.0 Ctr Ctr 0.47 GG MT20 2.0x 4.0 Ctr Ctr 0.47 HH MT20 2.0x 4.0 Ctr Ctr 0.37 D MT20 4.0x 5.0 Ctr Ctr 0.64 A MT20 2.0x 4.0 Ctr Ctr 0.47 Q MT20 2.0x 4.0 Ctr Ctr 0.47 P MT20 2.0x 4.0 Ctr Ctr 0.47 O MT20 2.0x 4.0 Ctr Ctr 0.47 N MT20 2.0x 4.0 Ctr Ctr 0.47 M MT20 2.0x 4.0 Ctr Ctr 0.47 L MT20 2.0x 4.0 Ctr Ctr 0.47 F MT20 5.0x 5.0 Ctr-0.5 0.49 BB MT20 2.0x 4.0 Ctr Ctr 0.47 AA MT20 2.0x 4.0 Ctr Ctr 0.47 Z MT20 2.0x 4.0 Ctr Ctr 0.47 G MT20 2.0x 4.0 Ctr Ctr 0.47 Y MT20 2.0x 4.0 Ctr Ctr 0.47 X MT20 3.0x 4.0 Ctr Ctr 0.54 E MT20 3.0x 4.0 Ctr Ctr 0.57 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req’d Max comp. force 394 Lbs Max tens. force 261 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/24/2014 8:44:45 AM Page 1 November 24,2014 BC 4-11-12 4-11-12 2-9-15 4 TC 4-11-12 HO 1-2-0 HO 2-9-15 A 2x4 B 2x4 C 2x4 E 3x6 W:508 R: 403 U: 6 HGR R: 417 U: 21 ALL PLATES ARE MT2020 JOB1403595 T02S Engineering T6649462 Job Mark Quan 48 Type MONO Span 41112 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 32.9 LBS Scale: 0.547" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.84 2x 4 SPF-#2 BC 0.81 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11-12 or 48.0" 0- 0- 0 4-11-12 BC 57.8" 0- 0- 0 4-11-12 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 403 6 U 34 R C 417 22 U 64 R Jt Brg Size Required A 5.5" 1.5" C 3.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- E -B 0.84 26 C 0.01 0.83 --------Bottom Chords--------- A -C 0.81 24 T 0.00 0.81 -------------Webs------------- A -E 0.08 367 C WindLd E -C 0.01 44 T C -B 0.09 367 C WindLd TL Defl -0.05" in A -C L/982 LL Defl -0.03" in A -C L/999 Shear // Grain in C -C 0.56 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI E MT20 3.0x 6.0 Ctr Ctr 0.53 B MT20 2.0x 4.0 Ctr Ctr 0.15 A MT20 2.0x 4.0 Ctr Ctr 1.00 C MT20 2.0x 4.0 Ctr Ctr 0.40 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 367 Lbs Max tens. force 95 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:51 AM Page 1 November 24,2014 BC 1-6-4 3-2-12 4-11-12 4-11-12 2-9-15 4 TC 1-2-12 3-2-12 4-11-12 HO 2-9-15 HO 1-2-0 A 2x4 B 2x4 C 2x4 D 2x4 E 2x4F 2x4 G 2x4 H 2x4 HGR R: 392 U: 14 ALL PLATES ARE MT2020 JOB1403595 T02SG Engineering T6649463 Job Mark Quan 8 Type MONO Span 41112 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 30.6 LBS Scale: 0.506" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.18 2x 4 SPF-#2 BC 0.17 2x 4 SPF-#2 WB 0.15 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11-12 or 48.0" 0- 0- 0 4-11-12 BC 57.8" 0- 0- 0 4-11-12 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- H 392 14 U 63 R G 499 20 U 33 R Jt Brg Size Required H 3.5" 1.5" G 41.5" 16"-to- 58" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.08 14 T 0.00 0.08 B -C 0.18 21 C 0.00 0.18 C -D 0.12 34 C 0.00 0.12 --------Bottom Chords--------- H -G 0.11 45 T 0.00 0.11 G -F 0.15 40 T 0.00 0.15 F -E 0.13 27 T 0.00 0.13 -------------Webs------------- H -A 0.13 334 C 0.00 0.13 G -B 0.12 317 C 0.00 0.12 F -C 0.13 339 C 0.00 0.13 E -D 0.15 318 C 0.00 0.15 TL Defl 0.00" in H -G L/999 LL Defl 0.00" in H -G L/999 Shear // Grain in H -H 0.56 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.21 B MT20 2.0x 4.0 Ctr Ctr 0.13 C MT20 2.0x 4.0 Ctr Ctr 0.14 D MT20 2.0x 4.0 Ctr Ctr 0.20 H MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 E MT20 2.0x 4.0 Ctr Ctr 0.18 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 339 Lbs Max tens. force 45 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:54 AM Page 1 November 24,2014 BC 1-6-0 1-6-0 1-6-0 4 TC 1-6-0 HO 1-0-0 HO 1-6-0 A 2x4 B 2x4 C 2x4 D E 2x4 ALL PLATES ARE MT2020 JOB1403595 T03G Engineering T6649464 Job Mark Quan 8 Type MONO Span 10600 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 8.6 LBS Scale: 0.808" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.12 2x 4 SPF-#2 BC 0.12 2x 4 SPF-#2 WB 0.12 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 1- 6- 0 or 18.0" 0- 0- 0 1- 6- 0 BC 18.0" 0- 0- 0 1- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 359 9 U 28 R Jt Brg Size Required A 18.0" 0"-to- 18" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- E -B 0.12 28 C 0.00 0.12 --------Bottom Chords--------- A -C 0.12 0 T 0.00 0.12 -------------Webs------------- A -E 0.11 342 C 0.00 0.11 C -B 0.12 346 C 0.00 0.12 TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Shear // Grain in E -B 0.29 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI E MT20 2.0x 4.0 Ctr Ctr 0.69 B MT20 2.0x 4.0 Ctr Ctr 0.67 A MT20 2.0x 4.0 Ctr Ctr 0.71 C MT20 2.0x 4.0 Ctr Ctr 0.69 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 346 Lbs Max tens. force 95 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:54:58 AM Page 1 November 24,2014 BC 1-4-8 1-7-9 3-7-9 5-7-9 7-9-9 801058-1-5 6-1-0 4 TC 1-4-8 3-0-1 5-0-1 7-0-1 9-2-1 90513HO 5-7-8 HO 2-11-1 A B 2x4 C DE 3x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 3x4 M 3x4 ALL PLATES ARE MT2020 JOB1403595 T04G Engineering T6649465 Job Mark Quan 1 Type MON1 Span 80105 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 70.5 LBS Scale: 0.271" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.22 2x 4 SPF-#2 WB 0.21 2x 4 SPF-STUD -- 0.11 2x 4 SPF-#2 E -B Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 1- 5 or 48.0" 0- 0- 0 8- 1- 5 BC 95.3" 0- 0- 0 8- 1- 5 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- E 1035 58 U 173 R Jt Brg Size Required E 97.3" 0"-to- 97" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -I 0.14 46 C 0.01 0.13 I -J 0.20 54 C 0.01 0.19 J -K 0.19 54 C 0.00 0.19 K -M 0.18 45 C 0.00 0.18 --------Bottom Chords--------- E -H 0.16 0 T 0.00 0.16 H -G 0.22 0 T 0.00 0.22 G -F 0.22 0 T 0.00 0.22 F -L 0.21 0 T 0.00 0.21 L -D 0.00 0 T -------------Webs------------- E -B 0.11 378 C 0.00 0.11 H -I 0.13 321 C 0.01 0.12 G -J 0.15 334 C 0.01 0.14 F -K 0.21 342 C 0.01 0.20 L -M 0.20 324 C 0.00 0.20 TL Defl 0.00" in F -L L/999 LL Defl 0.00" in F -L L/999 Shear // Grain in K -M 0.33 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.80 I MT20 2.0x 4.0 Ctr Ctr 0.20 J MT20 2.0x 4.0 Ctr Ctr 0.21 K MT20 2.0x 4.0 Ctr Ctr 0.22 M MT20 3.0x 4.0 Ctr Ctr 0.66 E MT20 3.0x 4.0 Ctr Ctr 0.72 H MT20 2.0x 4.0 Ctr Ctr 0.18 G MT20 2.0x 4.0 Ctr Ctr 0.19 F MT20 2.0x 4.0 Ctr Ctr 0.19 L MT20 3.0x 4.0 Ctr Ctr 0.69 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 378 Lbs Max tens. force 51 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:01 AM Page 1 November 24,2014 BC 1-2-12 3-2-12 4-11-12 4-11-12 2-9-15 4 TC 1-2-12 3-2-12 4-11-12 HO 2-9-15 HO 1-2-0 A 2x4 C 2x4 D 2x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 ALL PLATES ARE MT2020 JOB1403595 T04SG Engineering T6649466 Job Mark Quan 1 Type MONO Span 41112 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 30.6 LBS Scale: 0.583" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.18 2x 4 SPF-#2 BC 0.19 2x 4 SPF-#2 WB 0.15 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-11-12 or 48.0" 0- 0- 0 4-11-12 BC 57.8" 0- 0- 0 4-11-12 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- G 548 31 U 63 R Jt Brg Size Required G 59.8" -1"-to- 58" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -H 0.08 14 T 0.00 0.08 H -I 0.18 21 C 0.00 0.18 I -C 0.12 34 C 0.00 0.12 --------Bottom Chords--------- E -G 0.09 0 T 0.00 0.09 G -F 0.19 0 T 0.00 0.19 F -D 0.13 0 T 0.00 0.13 -------------Webs------------- E -A 0.08 334 C 0.00 0.08 G -H 0.12 317 C 0.00 0.12 F -I 0.13 339 C 0.00 0.13 D -C 0.15 318 C 0.00 0.15 TL Defl 0.00" in F -D L/999 LL Defl 0.00" in F -D L/999 Shear // Grain in E -G 0.38 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.71 H MT20 2.0x 4.0 Ctr Ctr 0.13 I MT20 2.0x 4.0 Ctr Ctr 0.14 C MT20 2.0x 4.0 Ctr Ctr 0.81 E MT20 2.0x 4.0 Ctr Ctr 0.49 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 2.0x 4.0 Ctr Ctr 0.77 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 339 Lbs Max tens. force 38 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:04 AM Page 1 November 24,2014 BC 1-4-8 2-0-0 4-0-0 6-0-0 9-2-0 9-2-0 4-3-6 3-11-9 4 TC 1-4-81-4-8 3-4-8 5-4-8 7-4-8 10-6-8 HO 3-6-1 HO 5-6 A B 2x4 C 2x4 D 2x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 ALL PLATES ARE MT2020 JOB1403595 VN01 Engineering T6649467 Job Mark Quan 7 Type MON1 Span 90200 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 55.9 LBS Scale: 0.489" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.28 2x 4 SPF-#2 BC 0.25 2x 4 SPF-#2 WB 0.31 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 2- 0 or 48.0" 0- 0- 0 9- 2- 0 BC 74.0" 0- 0- 0 9- 2- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1285 78 U 147 R Jt Brg Size Required D 110.0" 0"-to- 110" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -H 0.16 34 C 0.00 0.16 H -I 0.18 55 C 0.00 0.18 I -J 0.18 72 C 0.00 0.18 J -C 0.28 100 C 0.00 0.28 --------Bottom Chords--------- D -G 0.18 0 T 0.00 0.18 G -F 0.20 0 T 0.00 0.20 F -E 0.20 0 T 0.00 0.20 E -C 0.25 6 T 0.00 0.25 -------------Webs------------- D -B 0.15 380 C 0.00 0.15 G -H 0.12 337 C 0.00 0.12 F -I 0.13 338 C 0.00 0.13 E -J 0.31 357 C 0.00 0.31 TL Defl 0.00" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in J -C 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.88 H MT20 2.0x 4.0 Ctr Ctr 0.13 I MT20 2.0x 4.0 Ctr Ctr 0.13 J MT20 2.0x 4.0 Ctr Ctr 0.15 C MT20 2.0x 4.0 Ctr Ctr 0.73 D MT20 2.0x 4.0 Ctr Ctr 0.77 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 E MT20 2.0x 4.0 Ctr Ctr 0.13 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 380 Lbs Max tens. force 48 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:07 AM Page 1 November 24,2014 BC 2-0-0 4-0-0 8-6-0 8-6-0 3-3-8 2-10-0 4 TC 1-4-8 2-0-0 4-0-0 8-6-0 HO 2-10-0 A 2x4 B 2x4 C 2x4 D 2x4 E 2x4 F 2x4 G 2x4 ALL PLATES ARE MT2020 JOB1403595 VN02 Engineering T6649468 Job Mark Quan 7 Type VSMO Span 80600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 42.9 LBS Scale: 0.584" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.18 2x 4 SPF-#2 BC 0.21 2x 4 SPF-#2 WB 0.16 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 6- 0 or 48.0" 0- 0- 0 8- 6- 0 BC 96.8" 0- 0- 0 8- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 990 57 U 68 R Jt Brg Size Required C 102.0" 0"-to- 102" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -F 0.16 19 C 0.00 0.16 F -G 0.18 29 C 0.00 0.18 G -B 0.17 57 C 0.00 0.17 --------Bottom Chords--------- C -E 0.19 0 T 0.00 0.19 E -D 0.21 0 T 0.00 0.21 D -B 0.17 0 T 0.00 0.17 -------------Webs------------- C -A 0.16 380 C 0.00 0.16 E -F 0.12 337 C 0.00 0.12 D -G 0.13 356 C 0.00 0.13 TL Defl 0.01" in D -B L/999 LL Defl 0.01" in D -B L/999 Shear // Grain in G -B 0.49 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.94 F MT20 2.0x 4.0 Ctr Ctr 0.13 G MT20 2.0x 4.0 Ctr Ctr 0.14 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.83 E MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 2.0x 4.0 Ctr Ctr 0.12 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 380 Lbs Max tens. force 49 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:10 AM Page 1 November 24,2014 BC 2-0-0 6-6-0 6-6-0 2-7-8 2-2-0 4 TC 1-4-8 2-0-0 6-6-0 HO 2-2-0 A 3x4 B 2x4 C 2x4 D 2x4 E 2x4 ALL PLATES ARE MT2020 JOB1403595 VN03 Engineering T6649469 Job Mark Quan 7 Type VSMO Span 60600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 30.9 LBS Scale: 0.691" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.17 2x 4 SPF-#2 BC 0.17 2x 4 SPF-#2 WB 0.18 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 6- 0 or 48.0" 0- 0- 0 6- 6- 0 BC 72.8" 0- 0- 0 6- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 760 45 U 50 R Jt Brg Size Required C 78.0" 0"-to- 78" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -E 0.15 26 C 0.00 0.15 E -B 0.17 57 C 0.00 0.17 --------Bottom Chords--------- C -D 0.17 0 T 0.00 0.17 D -B 0.17 0 T 0.00 0.17 -------------Webs------------- C -A 0.18 378 C 0.00 0.18 D -E 0.12 355 C 0.00 0.12 TL Defl 0.01" in D -B L/999 LL Defl 0.01" in D -B L/999 Shear // Grain in E -B 0.49 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.57 E MT20 2.0x 4.0 Ctr Ctr 0.14 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.91 D MT20 2.0x 4.0 Ctr Ctr 0.12 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 378 Lbs Max tens. force 47 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:13 AM Page 1 November 24,2014 BC 4-6-0 4-6-0 1-11-8 1-6-0 4 TC 1-4-8 4-6-0 HO 1-6-0 A 3x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403595 VN04 Engineering T6649470 Job Mark Quan 7 Type VSMO Span 40600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 20.0 LBS Scale: 0.794" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.18 2x 4 SPF-#2 BC 0.19 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 6- 0 or 48.0" 0- 0- 0 4- 6- 0 BC 48.8" 0- 0- 0 4- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 530 33 U 31 R Jt Brg Size Required C 54.0" 0"-to- 54" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.18 36 C 0.00 0.18 --------Bottom Chords--------- C -B 0.19 0 T 0.00 0.19 -------------Webs------------- C -A 0.08 392 C WindLd TL Defl 0.00" in C -B L/999 LL Defl 0.01" in C -B L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 392 Lbs Max tens. force 34 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:16 AM Page 1 November 24,2014 BC 2-6-0 2-6-0 1-3-8 10-0 4 TC 1-4-8 2-6-0 HO 10-0 A B 2x4 C #2x4 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR JOB1403595 VN05 Engineering T6649471 Job Mark Quan 7 Type VSMO Span 20600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 11.0 LBS Scale: 0.874" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 24-NOV-14 CSI -Size- ----Lumber---- TC 0.09 2x 4 SPF-#2 BC 0.09 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 6- 0 or 24.8" 0- 0- 0 2- 6- 0 BC 24.8" 0- 0- 0 2- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 401 21 U 13 R Jt Brg Size Required C 30.0" 0"-to- 30" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.09 24 T 0.00 0.09 --------Bottom Chords--------- C -B 0.09 21 C 0.00 0.09 -------------Webs------------- C -A 0.08 403 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 Shear // Grain in C -C 0.17 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 20 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.73 C# MT20 2.0x 4.0 0.8 0.9 0.78 # = Plate Monitor used REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 403 Lbs Max tens. force 24 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/24/2014 8:39:15 AM Page 1 November 24,2014 BC 10-8 2-0-0 4-0-0 6-0-0 9-2-0 9-2-0 4-1-6 3-9-9 4 TC 1-4-810-8 2-10-8 4-10-8 6-10-8 10-0-8 HO 3-6-1 HO 5-6 A B 2x4 C 2x4 D 2x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 ALL PLATES ARE MT2020 JOB1403595 VNL01 Engineering T6649472 Job Mark Quan 1 Type MON1 Span 90200 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 54.9 LBS Scale: 0.504" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.28 2x 4 SPF-#2 BC 0.25 2x 4 SPF-#2 WB 0.31 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 2- 0 or 48.0" 0- 0- 0 9- 2- 0 BC 74.0" 0- 0- 0 9- 2- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1243 74 U 147 R Jt Brg Size Required D 110.0" 0"-to- 110" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -H 0.16 34 C 0.00 0.16 H -I 0.18 55 C 0.00 0.18 I -J 0.18 72 C 0.00 0.18 J -C 0.28 100 C 0.00 0.28 --------Bottom Chords--------- D -G 0.18 0 T 0.00 0.18 G -F 0.20 0 T 0.00 0.20 F -E 0.20 0 T 0.00 0.20 E -C 0.25 6 T 0.00 0.25 -------------Webs------------- D -B 0.16 365 C 0.00 0.16 G -H 0.12 338 C 0.00 0.12 F -I 0.13 337 C 0.00 0.13 E -J 0.31 357 C 0.00 0.31 TL Defl 0.00" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in J -C 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.86 H MT20 2.0x 4.0 Ctr Ctr 0.13 I MT20 2.0x 4.0 Ctr Ctr 0.13 J MT20 2.0x 4.0 Ctr Ctr 0.15 C MT20 2.0x 4.0 Ctr Ctr 0.73 D MT20 2.0x 4.0 Ctr Ctr 0.78 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 E MT20 2.0x 4.0 Ctr Ctr 0.13 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 365 Lbs Max tens. force 48 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:22 AM Page 1 November 24,2014 BC 4-0-0 8-6-0 8-6-0 3-3-8 2-10-0 4 TC 1-4-8 4-0-0 8-6-0 HO 2-10-0 A 3x6 B 2x4 C 3x6 D 2x4 E 2x4 ALL PLATES ARE MT2020 JOB1403595 VNL02 Engineering T6649473 Job Mark Quan 1 Type VSMO Span 80600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 39.9 LBS Scale: 0.584" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.39 2x 4 SPF-#2 BC 0.43 2x 4 SPF-#2 WB 0.50 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 6- 0 or 48.0" 0- 0- 0 8- 6- 0 BC 96.8" 0- 0- 0 8- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 990 57 U 68 R Jt Brg Size Required C 102.0" 0"-to- 102" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -E 0.39 60 C 0.00 0.39 E -B 0.16 53 C 0.00 0.16 --------Bottom Chords--------- C -D 0.43 0 T 0.00 0.43 D -B 0.17 0 T 0.00 0.17 -------------Webs------------- C -A 0.50 392 C 0.00 0.50 D -E 0.39 389 C 0.00 0.39 TL Defl 0.03" in C -D L/999 LL Defl 0.02" in C -D L/999 Shear // Grain in D -B 0.49 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 6.0 Ctr Ctr 0.94 E MT20 2.0x 4.0 Ctr Ctr 0.25 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 3.0x 6.0 Ctr Ctr 0.98 D MT20 2.0x 4.0 Ctr Ctr 0.21 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 392 Lbs Max tens. force 71 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:25 AM Page 1 November 24,2014 BC 6-6-0 6-6-0 2-7-8 2-2-0 4 TC 1-4-8 6-6-0 HO 2-2-0 A 3x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403595 VNL03 Engineering T6649474 Job Mark Quan 1 Type VSMO Span 60600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 29.1 LBS Scale: 0.719" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.47 2x 4 SPF-#2 BC 0.46 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 6- 0 or 48.0" 0- 0- 0 6- 6- 0 BC 72.8" 0- 0- 0 6- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 760 45 U 50 R Jt Brg Size Required C 78.0" 0"-to- 78" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.47 31 C 0.00 0.47 --------Bottom Chords--------- C -B 0.46 0 T 0.00 0.46 -------------Webs------------- C -A 0.09 402 C WindLd TL Defl -0.03" in C -B L/999 LL Defl 0.04" in C -B L/999 Shear // Grain in A -B 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.60 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 402 Lbs Max tens. force 46 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:27 AM Page 1 November 24,2014 BC 4-6-0 4-6-0 1-11-8 1-6-0 4 TC 1-4-8 4-6-0 HO 1-6-0 A 3x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403595 VNL04 Engineering T6649475 Job Mark Quan 1 Type VSMO Span 40600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 20.0 LBS Scale: 0.794" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.18 2x 4 SPF-#2 BC 0.19 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 6- 0 or 48.0" 0- 0- 0 4- 6- 0 BC 48.8" 0- 0- 0 4- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 530 33 U 31 R Jt Brg Size Required C 54.0" 0"-to- 54" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.18 36 C 0.00 0.18 --------Bottom Chords--------- C -B 0.19 0 T 0.00 0.19 -------------Webs------------- C -A 0.08 392 C WindLd TL Defl 0.00" in C -B L/999 LL Defl 0.01" in C -B L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 392 Lbs Max tens. force 34 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:30 AM Page 1 November 24,2014 BC 2-6-0 2-6-0 1-3-8 10-0 4 TC 1-4-8 2-6-0 HO 10-0 A B 2x4 C #2x4 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR JOB1403595 VNL05 Engineering T6649476 Job Mark Quan 1 Type VSMO Span 20600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 11.0 LBS Scale: 0.875" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 24-NOV-14 CSI -Size- ----Lumber---- TC 0.09 2x 4 SPF-#2 BC 0.09 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 6- 0 or 24.8" 0- 0- 0 2- 6- 0 BC 24.8" 0- 0- 0 2- 6- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 401 21 U 13 R Jt Brg Size Required C 30.0" 0"-to- 30" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.09 24 T 0.00 0.09 --------Bottom Chords--------- C -B 0.09 21 C 0.00 0.09 -------------Webs------------- C -A 0.08 403 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 Shear // Grain in C -C 0.17 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 20 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.73 C# MT20 2.0x 4.0 0.7 0.9 0.78 # = Plate Monitor used REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 403 Lbs Max tens. force 24 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/24/2014 8:39:50 AM Page 1 November 24,2014 BC 1-4-8 2-0-0 4-0-0 6-0-0 8-0-0 10-0-0 11-6-0 13-0-0 13-0-0 5-4-14 4 TC 10-81-4-8 3-4-8 5-4-8 7-4-8 9-4-8 11-4-8 12-10-8 14-4-8 HO 4-11-6 HO 7-6 A B 2x4 C 4x4 D 2x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 2x4 M 2x4 N 2x4 O 3x4 ALL PLATES ARE MT2020 JOB1403595 VS01 Engineering T6649477 Job Mark Quan 1 Type MON1 Span 130000 P1-H1 4 Left OH 0 Right OH 10- 8 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 89.7 LBS Scale: 0.380" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.20 2x 4 SPF-#2 WB 0.28 2x 4 SPF-STUD SL 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 0- 0 or 48.0" 0- 0- 0 13- 0- 0 BC 72.0" 0- 0- 0 13- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1684 97 U 211 R Jt Brg Size Required D 156.0" 0"-to- 156" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -J 0.17 46 C 0.00 0.17 J -K 0.19 71 C 0.00 0.19 K -L 0.19 89 C 0.00 0.19 L -M 0.18 108 C 0.00 0.18 M -N 0.18 123 C 0.00 0.18 N -O 0.20 133 C 0.00 0.20 O -C 0.20 262 C 0.00 0.20 --------Bottom Chords--------- D -I 0.19 0 T 0.00 0.19 I -H 0.20 0 T 0.00 0.20 H -G 0.20 0 T 0.00 0.20 G -F 0.20 0 T 0.00 0.20 F -E 0.19 0 T 0.00 0.19 E -C 0.19 17 T 0.00 0.19 -------------Webs------------- D -B 0.14 379 C 0.01 0.13 I -J 0.10 333 C 0.00 0.10 H -K 0.10 336 C 0.00 0.10 G -L 0.12 338 C 0.00 0.12 F -M 0.13 338 C 0.00 0.13 E -N 0.28 353 C 0.00 0.28 -----------Sliders------------ O -C 0.09 232 T TL Defl 0.00" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in E -C 0.37 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.80 J MT20 2.0x 4.0 Ctr Ctr 0.13 K MT20 2.0x 4.0 Ctr Ctr 0.13 L MT20 2.0x 4.0 Ctr Ctr 0.13 M MT20 2.0x 4.0 Ctr Ctr 0.13 N MT20 2.0x 4.0 Ctr Ctr 0.15 O MT20 3.0x 4.0 Ctr Ctr 0.23 C MT20 4.0x 4.0-2.0 0.3 0.80 D MT20 2.0x 4.0 Ctr Ctr 0.78 I MT20 2.0x 4.0 Ctr Ctr 0.12 H MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 E MT20 2.0x 4.0 Ctr Ctr 0.13 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 379 Lbs Max tens. force 232 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:36 AM Page 1 November 24,2014 3- 6-12 BC 1-4-8 4-0-0 8-0-0 13-0-0 13-0-0 4-9-8 4 TC 1-4-8 5-4-8 9-4-8 14-4-8 HO 4-4-0 A B 3x6 C 3x4 D 3x4 E 2x4 F 2x4 G 2x4 H 2x4 ALL PLATES ARE MT2020 JOB1403595 VS02 Engineering T6649478 Job Mark Quan 1 Type MON1 Span 130000 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 65.1 LBS Scale: 0.427" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.41 2x 4 SPF-#2 BC 0.48 2x 4 SPF-#2 WB 0.46 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 0- 0 or 48.0" 0- 0- 0 13- 0- 0 BC 120.0" 0- 0- 0 13- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1507 85 U 191 R Jt Brg Size Required D 156.0" 0"-to- 156" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -G 0.41 51 C 0.00 0.41 G -H 0.36 95 C 0.00 0.36 H -C 0.23 130 C 0.00 0.23 --------Bottom Chords--------- D -F 0.48 0 T 0.00 0.48 F -E 0.48 0 T 0.00 0.48 E -C 0.24 0 T 0.00 0.24 -------------Webs------------- D -B 0.46 391 C 0.00 0.46 F -G 0.33 397 C 0.00 0.33 E -H 0.38 391 C 0.00 0.38 TL Defl 0.03" in F -E L/999 LL Defl 0.03" in F -E L/999 Shear // Grain in E -C 0.48 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 3.0x 6.0 Ctr Ctr 0.81 G MT20 2.0x 4.0 Ctr Ctr 0.25 H MT20 2.0x 4.0 Ctr Ctr 0.25 C MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 3.0x 4.0 Ctr Ctr 0.96 F MT20 2.0x 4.0 Ctr Ctr 0.22 E MT20 2.0x 4.0 Ctr Ctr 0.22 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 397 Lbs Max tens. force 87 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:40 AM Page 1 November 24,2014 BC 1-4-8 2-0-0 4-0-0 6-0-0 8-0-0 10-0-0 12-0-0 12-0-0 5-4-14 5-5-8 4 TC 1-4-81-4-8 3-4-8 5-4-8 7-4-8 9-4-8 11-4-8 13-4-8 HO 5-0-0 HO 1-0-0 A B 2x4 C 2x4D 3x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 2x4 M 2x4 N 2x4 O 2x4 ALL PLATES ARE MT2020 JOB1403595 VSM01 Engineering T6649479 Job Mark Quan 7 Type MON1 Span 120000 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 83.9 LBS Scale: 0.380" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.24 2x 4 SPF-#2 WB 0.18 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 or 48.0" 0- 0- 0 12- 0- 0 BC 120.0" 0- 0- 0 12- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1611 95 U 264 R Jt Brg Size Required D 144.0" 0"-to- 144" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -K 0.17 69 C 0.00 0.17 K -L 0.20 95 C 0.01 0.19 L -M 0.19 108 C 0.00 0.19 M -N 0.18 119 C 0.00 0.18 N -O 0.18 120 C 0.00 0.18 O -E 0.15 95 C 0.00 0.15 --------Bottom Chords--------- D -J 0.22 0 T 0.00 0.22 J -I 0.24 0 T 0.00 0.24 I -H 0.23 0 T 0.00 0.23 H -G 0.23 0 T 0.00 0.23 G -F 0.23 0 T 0.00 0.23 F -C 0.20 0 T 0.00 0.20 -------------Webs------------- D -B 0.15 379 C 0.00 0.15 J -K 0.09 333 C 0.00 0.09 I -L 0.10 336 C 0.00 0.10 H -M 0.11 338 C 0.00 0.11 G -N 0.13 340 C 0.00 0.13 F -O 0.15 341 C 0.00 0.15 C -E 0.18 362 C 0.00 0.18 TL Defl 0.00" in F -C L/999 LL Defl 0.00" in F -C L/999 Shear // Grain in B -K 0.30 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 2.0x 4.0 Ctr Ctr 0.79 K MT20 2.0x 4.0 Ctr Ctr 0.13 L MT20 2.0x 4.0 Ctr Ctr 0.13 M MT20 2.0x 4.0 Ctr Ctr 0.13 N MT20 2.0x 4.0 Ctr Ctr 0.22 O MT20 2.0x 4.0 Ctr Ctr 0.22 E MT20 2.0x 4.0 Ctr Ctr 1.00 D MT20 3.0x 4.0 Ctr Ctr 0.58 J MT20 2.0x 4.0 Ctr Ctr 0.12 I MT20 2.0x 4.0 Ctr Ctr 0.12 H MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 2.0x 4.0 Ctr Ctr 0.19 F MT20 2.0x 4.0 Ctr Ctr 0.19 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 379 Lbs Max tens. force 67 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:43 AM Page 1 November 24,2014 3- 6-12 BC 1-4-8 4-0-0 8-0-0 12-0-0 12-0-0 4-9-8 4 TC 1-4-8 5-4-8 9-4-8 13-4-8 HO 4-4-0 HO 4-0 A B 3x6 C 3x4 D 3x6 E 2x4 F 2x4 G 2x4 H 2x4 ALL PLATES ARE MT2020 JOB1403595 VSM02 Engineering T6649480 Job Mark Quan 7 Type MON1 Span 120000 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 63.1 LBS Scale: 0.427" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.50 2x 4 SPF-#2 BC 0.52 2x 4 SPF-#2 WB 0.54 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 0- 0 or 48.0" 0- 0- 0 12- 0- 0 BC 72.0" 0- 0- 0 12- 0- 0 psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1987 189 R Jt Brg Size Required D 144.0" 0"-to- 144" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0’ 12.0’ BC V 15 20 0.0’ 12.0’ TC V 14 0 0.3’ 3.9’ BC V 20 80 0.3’ 3.9’ WB S 14 0 B D WB S 14 0 G F Plus 5 Wind Load Case(s) Plus 4 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- B -G 0.50 56 C 0.00 0.50 G -H 0.41 93 C 0.00 0.41 H -C 0.42 125 C 0.00 0.42 --------Bottom Chords--------- D -F 0.52 0 T 0.00 0.52 F -E 0.46 0 T 0.00 0.46 E -C 0.43 93 C 0.00 0.43 -------------Webs------------- D -B 0.54 439 C 0.01 0.53 F -G 0.38 443 C 0.00 0.38 E -H 0.41 394 C 0.00 0.41 TL Defl 0.03" in F -E L/999 LL Defl 0.03" in F -E L/999 Shear // Grain in D -F 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI B MT20 3.0x 6.0 Ctr Ctr 0.92 G MT20 2.0x 4.0 Ctr Ctr 0.28 H MT20 2.0x 4.0 Ctr Ctr 0.17 C MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 3.0x 6.0 Ctr Ctr 0.99 F MT20 2.0x 4.0 Ctr Ctr 0.25 E MT20 2.0x 4.0 Ctr Ctr 0.15 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 443 Lbs Max tens. force 74 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:47 AM Page 1 November 24,2014 BC 10-10-0 10-10-0 4-0-13 3-7-5 4 TC 1-4-8 10-10-0 HO 3-7-5 A 3x4 B 3x4 C 2x4 *2x4 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement JOB1403595 VSM03 Engineering T6649481 Job Mark Quan 8 Type VSMO Span 101000 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 51.9 LBS Scale: 0.501" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.40 2x 4 SPF-#2 BC 0.38 2x 4 SPF-#2 WB 0.18 2x 4 SPF-STUD GW 0.56 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10-10- 0 or 48.0" 0- 0- 0 10-10- 0 BC 120.0" 0- 0- 0 10-10- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 1258 72 U 90 R Jt Brg Size Required C 130.0" 0"-to- 130" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.24 30 C 0.00 0.24 D -B 0.40 77 C 0.00 0.40 --------Bottom Chords--------- C -E 0.17 0 T 0.00 0.17 E -B 0.38 0 T 0.00 0.38 -------------Webs------------- C -A 0.18 389 C 0.00 0.18 ----------Gable Webs---------- E -D 0.56 380 C 0.00 0.56 TL Defl 0.07" in E -B L/999 LL Defl 0.06" in E -B L/999 Shear // Grain in D -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.64 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.56 C MT20 2.0x 4.0 Ctr Ctr 0.69 E MT20 2.0x 4.0 Ctr Ctr 0.00 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 389 Lbs Max tens. force 91 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:50 AM Page 1 November 24,2014 BC 8-10-0 8-10-0 3-4-13 2-11-5 4 TC 1-4-8 8-10-0 HO 2-11-5 A 3x4 B 2x4 C 2x4 *2x4 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement JOB1403595 VSM04 Engineering T6649482 Job Mark Quan 8 Type VSMO Span 81000 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 41.6 LBS Scale: 0.577" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.18 2x 4 SPF-#2 BC 0.15 2x 4 SPF-#2 WB 0.23 2x 4 SPF-STUD GW 0.18 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8-10- 0 or 48.0" 0- 0- 0 8-10- 0 BC 100.8" 0- 0- 0 8-10- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 1028 59 U 71 R Jt Brg Size Required C 106.0" 0"-to- 106" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.18 36 C 0.00 0.18 D -B 0.17 45 C 0.01 0.16 --------Bottom Chords--------- C -E 0.08 0 T 0.00 0.08 E -B 0.15 0 T 0.00 0.15 -------------Webs------------- C -A 0.23 392 C 0.00 0.23 ----------Gable Webs---------- E -D 0.18 364 C 0.00 0.18 TL Defl 0.00" in C -E L/999 LL Defl 0.01" in E -B L/999 Shear // Grain in D -B 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.77 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.70 E MT20 2.0x 4.0 Ctr Ctr 0.00 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 392 Lbs Max tens. force 73 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:53 AM Page 1 November 24,2014 BC 6-10-0 6-10-0 2-8-13 2-3-5 4 TC 1-4-8 6-10-0 HO 2-3-5 A 3x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403595 VSM05 Engineering T6649483 Job Mark Quan 8 Type VSMO Span 61000 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 30.6 LBS Scale: 0.699" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.53 2x 4 SPF-#2 BC 0.51 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6-10- 0 or 48.0" 0- 0- 0 6-10- 0 BC 76.8" 0- 0- 0 6-10- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 798 47 U 53 R Jt Brg Size Required C 82.0" 0"-to- 82" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.53 31 C 0.00 0.53 --------Bottom Chords--------- C -B 0.51 0 T 0.00 0.51 -------------Webs------------- C -A 0.09 404 C WindLd TL Defl -0.04" in C -B L/999 LL Defl 0.04" in C -B L/999 Shear // Grain in A -B 0.54 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.61 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 404 Lbs Max tens. force 48 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:55 AM Page 1 November 24,2014 BC 4-10-0 4-10-0 2-0-13 1-7-5 4 TC 1-4-8 4-10-0 HO 1-7-5 A 3x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403595 VSM06 Engineering T6649484 Job Mark Quan 8 Type VSMO Span 41000 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 21.5 LBS Scale: 0.786" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.23 2x 4 SPF-#2 BC 0.23 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4-10- 0 or 48.0" 0- 0- 0 4-10- 0 BC 52.8" 0- 0- 0 4-10- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 568 35 U 34 R Jt Brg Size Required C 58.0" 0"-to- 58" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.23 35 C 0.00 0.23 --------Bottom Chords--------- C -B 0.23 0 T 0.00 0.23 -------------Webs------------- C -A 0.08 393 C WindLd TL Defl 0.01" in C -B L/999 LL Defl 0.01" in C -B L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.57 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 393 Lbs Max tens. force 36 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:55:58 AM Page 1 November 24,2014 BC 2-10-0 2-10-0 1-4-13 11-5 4 TC 1-4-8 2-10-0 HO 11-5 A 2x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403595 VSM07 Engineering T6649485 Job Mark Quan 8 Type VSMO Span 21000 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Townhouse A roof MiTekfi Online Plus APPROX. TRUSS WEIGHT: 12.5 LBS Scale: 0.865" = 1’ Online Plus -- Version 30.0.033 RUN DATE: 22-NOV-14 CSI -Size- ----Lumber---- TC 0.08 2x 4 SPF-#2 BC 0.07 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2-10- 0 or 28.8" 0- 0- 0 2-10- 0 BC 28.8" 0- 0- 0 2-10- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- C 414 23 U 16 R Jt Brg Size Required C 34.0" 0"-to- 34" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.08 14 T 0.00 0.08 --------Bottom Chords--------- C -B 0.07 0 T 0.00 0.07 -------------Webs------------- C -A 0.08 400 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 Shear // Grain in A -C 0.10 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.96 B MT20 2.0x 4.0 Ctr Ctr 0.73 C MT20 2.0x 4.0 Ctr Ctr 0.92 REVIEWED BY: MiTek Industries, Inc. 6904 Parke East Blvd. Tampa, FL 33610 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req’d Par-to-ridge not req’d Max comp. force 400 Lbs Max tens. force 26 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus ' Copyright MiTekfi 1996-2014 Version 30.0.033 Engineering - Portrait 11/22/2014 9:56:01 AM Page 1 November 24,2014 ONLINE PLUS GENERAL NOTES & SYMBOLS Metal connector plates shall be applied on both faces of truss at each joint. Center the plates, unless indicated otherwise. No loose knots or wane in plate contact area. Splice only where shown. Overall spans assume 4" bearing at each end, unless indicated otherwise. Cutting and fabrication shall be performed using equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and the attached truss designs are not applicable for use with fire retardant lumber and some preservative treatments. Nails specified on Truss Design Drawings refer to common wire nails, except as noted. The attached design drawings were prepared in accordance with " National Design Specifications for Wood Construction" (AF & PA ), " National Design Standard for Metal Plate Connected Wood Truss Construction" (ANSI/TPI 1), and HUD Design Criteria for Trussed Rafters. Mitek Industries Inc. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to "Building Component Safety Information" (BCSI 1) as published by Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, Virginia 22314. Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and " dominoing ". Care should be taken to prevent damage during fabrication, storage, shipping and erection. Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibility of others to ascertain that design loads utilized on these drawings meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. When truss hangers are specified on the Truss Design Drawing, they must be installed per manufacturer’s details and specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. Tel: 813-972-1135 Fax: 813-971-6117 Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5" ) or IN-16ths (i.e. 108) FLOOR TRUSS SPLICE ( 3X2, 4X2, 6X2 ) (W) = Wide Face Plate (N ) = Narrow Face Plate Designates the location for continuous lateral bracing (CLB) for support of individual truss members only. CLBs must be properly anchored or restrained to prevent simultaneous buckling of adjacent truss members. When truss is designed to bear on multiple supports, interior bearing locations should be marked on the truss. Interior support or temporary shoring must be in place before trusses are installed. If necessary, shim bearings to assure solid contact with truss. BEARING LATERAL BRACING108 3x5 6-08-08 708 The first dimension is the width measured perpendicular to slots. The second dimension is the length measured parallel to slots. Plate orientation, shown next to plate size, indicates direction of slots in connector plates. PLATE SIZE AND ORIENTATION PLATE LOCATION All dimensions are shown in FT-IN-SX (i.e. 6’-8.5" or 6-08-08 ). Dimensions less than one foot are shown in IN-SX only (i.e. 708). DIMENSIONS W = Actual Bearing Width (IN-SX) R = Reaction (lbs.) U = Uplift (lbs.) 6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. Ph : 585-334-4490 75 Thruway Park Drive West Henrietta, NY 14586 14-0298 Stone Quarry Apartments 400 Spencer Road Ithaca, NY Submittal Revision No: Sent Date: 334000.2 Submittal No: Spec Section No:Job: Required From Sub: Approved By Architect: 10/20/14 Spec Section Title:Sirk Submittal Title:Storm Sewer Structures PD/SD Subcontractor: Primary Contact: Phone Number: Supplier/Manufacturer: If this box is checked this submittal may differ from the plans and specs Notes: Subcontractor Stamp LECESSE Stamp Architect/Engineer Stamp LECESSE Construction Services LLC General Contractor: I HAVE PERSONALLY REVIEWED THIS SUBMITTAL AND IN MY ESTIMATION THIS DOCUMENT FULFILLS THE INTENT OF THE PLANS AND SPECIFICATIONS AND IS APPROVED FOR SUBM ISSION. LECESSE CONSTRUCTION SERVICES LLC BY: Drew JohnsonJason Socola JR Greer Montgomery Truss & Panel 724-458-7500 Shop Fab Wood Trusses Apartment Shop Fab Wood Trusses SD & PD 061753-11 12/5/14 R2 Montgomery Verified: 1'-4 1/2" + 1 1/2" fascia= 1'-6" Verified Upper clerestory overhang 10 1/2" + 1 1/2" fascia= 1'-0" Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X 1. SEE NOTES ON ATTACHED. 2. PROVIDESIMPSONH10AHURRICANE TIES AT ALL TRUSS BEARING CONNECTIONSPERNOTE1.ON S103, REFERENCED FROMNOTE 4/105, OR ALT HURRICANE CLIP SIZE, LOCATION AND NAILING AS SPECIFIED BY TRUSS MFG ENGASPER TRUSS NOTE9ON S001. DLE 12/11/14 Montgomery Truss & Panel, Inc. Wall Panels Roof and Floor Trusses “Dependable Quality and Service” 803 West Main Street P.O. Box 866 Grove City, PA 16127 Telephone: (724) 458-7500 Toll Free: 800 245-0334 From PA: 800 942-8010 Fax: (724) 458-0765 LETTER OF TRANSMITTAL TO: LeCesse Construction, Inc 75Thruway Park Drive West Henrietta, NY 14586 GENTLEMAN: WE ARE SENDING YOU VIA: E-mail Shop Drawings Prints COPIES DATE NUMBER DESCRIPTION 1 Truss profiles 1 P.E. sealed truss spec sheets (PE reseals pending final approvals) 1 Truss placement drawings THESE ARE TRANSMITTED as checked below For approval For your use As requested For review and comment REMARKS:***** Verified1’-4/12” + 1 ½” fascia = 1’-6” Upper clerestory 10 ½” + 1 ½” fascia = 1’-0” ; Bath 332E dropped bulkhead H5 header ***** COPY TO: SIGNED: Douglas L Thompson, ext 15 DATE: 11/6/2014 JOB #: 1403208 ATTENTION: Jason Socola RE: Stone Quarry Apartments roof REVII 12/5/14 BC 11-7-0 11-7-0 9-11-13 4 TC 11-7-0 HO 9-11-13 HO 6-1-8 A 3x4 B C 4x5 D 2x4E 3x6 F 5x5 G 3x4 W:508 R: 661 U: 70 HGR R: 657 ALL PLATES ARE MT2020 JOB1403208 AT01 EngineeringJob Mark Quan 2 Type MONO Span 110700 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 136.3 LBS Scale: 0.194" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.65 2x 6 SP-#1 BC 0.90 2x 4 SP-2250f-1.9E WB 0.61 2x 4 SPF-#2 -- 0.09 2x 6 SP-#1 E -A Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 7- 0 or 48.0" 0- 0- 0 11- 7- 0 BC 120.0" 0- 0- 0 11- 7- 0 Continuous Lateral Restraint req'd at mid-point of webs: E -A E -G Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- E 661 71 U 250 R D 657 179 R Jt Brg Size Required E 5.5" 1.5" D 3.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.65 83 C 0.00 0.65 G -C 0.49 140 C 0.00 0.49 --------Bottom Chords--------- E -F 0.90 271 T 0.01 0.89 F -D 0.65 120 T 0.00 0.65 -------------Webs------------- E -A 0.09 412 C WindLd 1 Br E -G 0.19 320 C 1 Br F -G 0.61 921 C F -C 0.36 1489 T D -C 0.56 943 C WindLd TL Defl -0.41" in E -F L/313 LL Defl 0.25" in E -F L/528 Shear // Grain in F -D 0.75 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.67 G MT20 3.0x 4.0 Ctr Ctr 0.70 C MT20 4.0x 5.0 Ctr Ctr 0.97 E MT20 3.0x 6.0 Ctr Ctr 0.70 F MT20 5.0x 5.0 0.5-0.5 0.95 D MT20 2.0x 4.0 Ctr Ctr 0.33 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 943 Lbs Max tens. force 1489 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 2:59:58 PM Page 1 Designer: Doug Thompson BC 11-7-0 11-7-0 9-11-13 4 TC 11-7-0 HO 9-11-13 HO 6-1-8 A 3x4 B C 2x4 D 2x4E 3x6 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 3x4 L 2x4 M 2x4 N 2x4 O 2x4 ALL PLATES ARE MT2020 JOB1403208 AT01G EngineeringJob Mark Quan 1 Type MONO Span 110700 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 176.9 LBS Scale: 0.223" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.10 2x 6 SP-#1 BC 0.33 2x 4 SPF-#2 WB 0.52 2x 4 SPF-#2 -- 0.10 2x 6 SP-#1 E -A Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 7- 0 or 48.0" 0- 0- 0 11- 7- 0 BC 120.0" 0- 0- 0 11- 7- 0 Continuous Lateral Restraint req'd at mid-point of webs: E -A J -K Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- E 1313 70 U 250 R Jt Brg Size Required E 139.0" 0"-to- 139" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -K 0.10 78 T 0.00 0.10 K -L 0.08 125 T 0.00 0.08 L -M 0.08 117 T 0.00 0.08 M -N 0.08 93 T 0.00 0.08 N -O 0.09 71 T 0.00 0.09 O -C 0.03 56 C 0.00 0.03 --------Bottom Chords--------- E -J 0.33 0 T 0.00 0.33 J -I 0.26 0 T 0.00 0.26 I -H 0.26 0 T 0.00 0.26 H -G 0.26 0 T 0.00 0.26 G -F 0.25 0 T 0.00 0.25 F -D 0.10 0 T 0.00 0.10 -------------Webs------------- E -A 0.10 356 C WindLd 1 Br E -K 0.52 620 T J -K 0.19 547 C 1 Br I -L 0.43 296 C H -M 0.36 299 C G -N 0.30 306 C F -O 0.21 258 C D -C 0.22 309 C WindLd TL Defl 0.00" in E -J L/999 LL Defl 0.00" in F -D L/999 Shear // Grain in E -E 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.57 K MT20 3.0x 4.0 Ctr Ctr 0.57 L MT20 2.0x 4.0 Ctr Ctr 0.13 M MT20 2.0x 4.0 Ctr Ctr 0.12 N MT20 2.0x 4.0 Ctr Ctr 0.12 O MT20 2.0x 4.0 Ctr Ctr 0.12 C MT20 2.0x 4.0 Ctr Ctr 0.68 E MT20 3.0x 6.0 Ctr Ctr 0.60 J MT20 2.0x 4.0 Ctr Ctr 0.37 I MT20 2.0x 4.0 Ctr Ctr 0.12 H MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 547 Lbs Max tens. force 620 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 2:59:58 PM Page 1 Designer: Doug Thompson BC 16-6-12 5-8-8 11-4-4 33-7-8 11-3-8 4 TC 1040822-6-0 11-1-8 HO 3-9-8 HO 6-1-8 A3x4 B2x4 C#18G-MS18-8x14 D 5x6 E3x4F3x6 M5x6 NO3x6 P6x6 Q 3x6 R 3x6 S3x6 T6x8 S14x6 SPL W:508 R:1024 U: 91 W:508 R:1965 W:508 R:1813 U: 114 HGR R: 554 U: 20 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR JOB1403208 AT02 EngineeringJob Mark Quan 4 Type MAN4 Span 330708 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 362.5 LBS Scale: 0.126" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.71 2x 6 SP-#1 BC 0.78 2x 6 SP-#1 CW 0.76 2x 6 SP-#1 WB 0.52 2x 4 SPF-#2 -- 0.38 2x 4 SPF-STUD A -M M -S -- 0.06 2x 6 SP-#1 Q -C Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 33- 7- 8 or 48.0" 0- 0- 0 33- 7- 8 BC 72.0" 0- 0- 0 33- 7- 8 Continuous Lateral Restraint req'd at mid-point of webs: T -O O -Q F -R F -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 10.0 10.0 TC+BC 22.0 38.0 Total 60.0 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1024 92 U 242 R O 1965 F 1814 114 U E 554 20 U 399 R Jt Brg Size Required A 5.5" 1.5" O 5.5" 2.2" F 5.5" 2.0" E 3.5" 1.5" Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 BC LL Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- M -T 0.47 629 C 0.00 0.47 T -Q 0.48 390 T 0.02 0.46 Q -B 0.34 590 T 0.05 0.29 C -R 0.71 397 T 0.06 0.65 R -D 0.50 95 C 0.00 0.50 --------Bottom Chords--------- A -S 0.61 272 T 0.00 0.61 S -S1 0.78 539 T 0.02 0.76 S1-O 0.78 539 T 0.02 0.76 O -F 0.54 374 C 0.00 0.54 F -P 0.55 370 T 0.01 0.54 P -E 0.32 340 T 0.00 0.32 ----------Chord-Webs---------- F -C 0.26 1022 C 0.06 0.20 C -B 0.76 383 C 0.00 0.76 -------------Webs------------- A -M 0.35 1218 C WindLd M -S 0.38 895 T S -T 0.09 366 T T -O 0.52 1016 C 1 Br O -Q 0.25 710 C 1 Br Q -C 0.06 503 T F -R 0.43 721 C 1 Br P -R 0.41 659 C P -D 0.35 1431 T E -D 0.48 874 C WindLd TL Defl -0.33" in S -O L/582 LL Defl 0.22" in S -O L/847 Shear // Grain in R -D 0.61 Plates for each ply each face. Plate - MT20 18 Ga, Gross Area Plate - MT2H 18 Ga, Gross Area Plate - RHS 18 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI M MT20 5.0x 6.0 Ctr Ctr 0.96 T MT20 6.0x 8.0-0.4 1.2 0.82 Q MT20 3.0x 6.0 1.0-0.2 0.31 B MT20 2.0x 4.0 Ctr Ctr 0.91 C# MS18 8.0x14.0-0.4-0.4 0.89 R MT20 3.0x 6.0 Ctr Ctr 0.38 D MT20 5.0x 6.0-0.1 Ctr 0.60 A MT20 3.0x 4.0 Ctr Ctr 0.45 S MT20 3.0x 6.0 Ctr Ctr 0.65 S1 MT20 4.0x 6.0 Ctr Ctr 0.45 O MT20 3.0x 6.0 Ctr Ctr 0.61 F MT20 3.0x 6.0 Ctr Ctr 0.72 P MT20 6.0x 6.0 0.5-1.4 0.97 E MT20 3.0x 4.0 Ctr Ctr 0.21 # = Plate Monitor used REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 This truss has been designed for 30.0 psf LL on the B.C. in areas where a rectangle 3- 6- 0 tall by 2- 0- 0 wide will fit between the B.C. and any other member. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 6.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req'd Max comp. force 1218 Lbs Max tens. force 1431 Lbs Connector Plate Fabrication Tolerance = 20% Exceptions: C 0% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:00 PM Page 1 Designer: Doug Thompson 8- 5- 65- 4- 0 BC 22-6-0 22-6-0 11-3-8 4 TC 1040822-6-0 HO 3-9-8 HO 11-3-8 A4x4 B 5x5 C 4x4 D I 3x4 L 3x4 M 2x4 N 2x4 O 2x4 P 2x4 Q 2x4 R 2x4 S 2x4 T2x4 U 5x5 V 2x4 W 2x4 X 2x4 Y 2x4 Z2x4 AA 3x4 BB 3x6 CC 4x5 SPL SPL ALL PLATES ARE MT2020 JOB1403208 AT02G EngineeringJob Mark Quan 1 Type MONO Span 220600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 251.6 LBS Scale: 0.157" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.58 2x 4 SPF-#2 BC 0.44 2x 6 SP-#1 WB 0.58 2x 4 SPF-1650f-1.5E -- 0.42 2x 4 SPF-STUD A -I S -T R -U -- 0.21 2x 4 SPF-#2 Q -V P -W O -X N -Y M -Z -- 0.41 2x 6 SP-#2 C -B ACT 0.17 2x 4 SPF-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 22- 6- 0 or 48.0" 0- 0- 0 22- 6- 0 BC 120.0" 0- 0- 0 22- 6- 0 Cont. Attic Chords (Top) or 64.0" Attic Chords (Top) Continuous Lateral Restraint req'd at mid-point of webs: M -Z L -AA C -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 3555 293 R Jt Brg Size Required A 270.0" 0"-to- 270" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 22.5' BC V 15 20 0.0' 22.5' BC V 20 80 16.7' 22.0' MA V 14 0 16.6' 22.3' WB S 14 0 AA L WB S 14 0 Q C Plus 5 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- I -T 0.22 48 C 0.00 0.22 T -U 0.19 75 C 0.00 0.19 U -V 0.20 93 C 0.01 0.19 V -W 0.20 104 C 0.01 0.19 W -X 0.20 109 C 0.01 0.19 X -Y 0.20 109 C 0.01 0.19 Y -Z 0.21 107 C 0.01 0.20 Z -AA 0.26 106 C 0.00 0.26 AA-B 0.58 135 C 0.00 0.58 --------Bottom Chords--------- A -S 0.16 0 T 0.00 0.16 S -R 0.13 0 T 0.00 0.13 R -Q 0.13 0 T 0.00 0.13 Q -P 0.13 0 T 0.00 0.13 P -O 0.13 0 T 0.00 0.13 O -CC 0.07 0 T 0.00 0.07 CC-N 0.04 0 T 0.00 0.04 N -M 0.13 0 T 0.00 0.13 M -L 0.29 0 T 0.00 0.29 L -C 0.44 0 T 0.00 0.44 -------------Webs------------- A -I 0.42 381 C 0.00 0.42 S -T 0.31 343 C 0.00 0.31 R -U 0.23 330 C 0.00 0.23 Q -V 0.12 332 C 0.00 0.12 P -W 0.09 330 C 0.00 0.09 O -X 0.11 329 C N -Y 0.16 328 C 0.16 0.00 M -Z 0.21 313 C 0.21 0.00 L -AA 0.58 503 C 0.32 0.26 BB-B 0.41 439 C 0.00 0.41 C -BB 0.30 479 C 0.02 0.28 ------Attic Chords (Top)------ AA-BB 0.17 145 T TL Defl -0.04" in L -C L/999 LL Defl -0.03" in L -C L/999 Shear // Grain in B -B 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI I MT20 3.0x 4.0 Ctr Ctr 0.90 T MT20 2.0x 4.0 Ctr Ctr 0.39 U MT20 5.0x 5.0-0.2 0.5 0.49 V MT20 2.0x 4.0 Ctr Ctr 0.38 W MT20 2.0x 4.0 Ctr Ctr 0.37 X MT20 2.0x 4.0 Ctr Ctr 0.37 Y MT20 2.0x 4.0 Ctr Ctr 0.37 Z MT20 2.0x 4.0 Ctr Ctr 0.42 AA MT20 3.0x 4.0 Ctr Ctr 0.57 B MT20 5.0x 5.0 Ctr Ctr 0.98 A MT20 4.0x 4.0 0.2 Ctr 0.94 S MT20 2.0x 4.0 Ctr Ctr 0.34 R MT20 2.0x 4.0 Ctr Ctr 0.34 Q MT20 2.0x 4.0 Ctr Ctr 0.34 P MT20 2.0x 4.0 Ctr Ctr 0.34 O MT20 2.0x 4.0 Ctr Ctr 0.34 CC MT20 4.0x 5.0 Ctr Ctr 0.45 N MT20 2.0x 4.0 Ctr Ctr 0.34 M MT20 2.0x 4.0 Ctr Ctr 0.34 L MT20 3.0x 4.0 Ctr Ctr 0.23 C MT20 4.0x 4.0 Ctr Ctr 0.78 BB MT20 3.0x 6.0 Ctr Ctr 0.19 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 503 Lbs Max tens. force 145 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:01 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 26-6-12 5-8-8 11-6-0 13-8-12 57-6-0 11-1-9 4 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 HO 2-3-0 HO 1-6-0 D:500.0 A4x5 B3x4 C8x14 D 3x4 E7x12 F 4x5 G 8x8H 6x8 I 8x8 K 4x6 L 5x6 M8x8 N 4x5 O 7x10 P 8x8 Q 2x4 R 8x10 S 4x8 T4x12 U 4x8 SPL SPL S1 20G-MT2H-5x10 S2 4x10 W:508 R:1626 U: 79 W:508 R:2374 U: 117 W:508 R:2107 W:508 R:2684 W:508 R: 863 U: 65 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT03 EngineeringJob Mark Quan 2 Type SP Span 570600 P1-H1 4 Left OH 1- 4- 8 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 573.1 LBS Scale: 0.118" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.68 2x 6 SP-#1 BC 0.84 2x 6 SP-#1 -- 0.61 2x 6 SP-2400f-2.0E I -S1 CW 0.76 2x 4 SPF-#2 -- 0.63 2x 6 SP-#2 L -B WB 0.98 2x 4 SPF-#2 -- 0.70 2x 4 SPF-STUD I -A L -U U -K E -R E -S Q -T G -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: I -O H -M L -U U -K R -T Continuous Lateral Restraints req'd at third-points of webs P -H Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 1627 80 U 223 R H 2375 117 U L 2108 R 2684 G 864 66 U 311 R Jt Brg Size Required I 5.5" 1.5" H 5.5" 2.6" L 5.5" 2.3" R 5.5" 3.0" G 5.5" 1.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 22 32.5' 0 0 34.7' TC V 0 0 36.4' 0 55 42.1' TC V 14 0 32.5' 42.1' TC V 20 80 32.2' 42.2' WB S 14 0 B U WB S 14 0 D E TC V 500 0 37.3' CL-LB Plus 6 Wind Load Case(s) Plus 10 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -O 0.68 55 T 0.01 0.67 O -P 0.62 1695 C 0.01 0.61 P -M 0.66 241 T 0.00 0.66 M -B 0.41 97 T 0.00 0.41 C -U 0.48 371 T 0.04 0.44 U -E 0.46 318 C 0.00 0.46 D -S 0.25 48 T 0.00 0.25 S -T 0.38 404 T 0.02 0.36 T -F 0.47 38 T 0.00 0.47 --------Bottom Chords--------- I -N 0.61 1886 T 0.03 0.58 N -S1 0.46 1161 T 0.01 0.45 S1-H 0.84 1161 T 0.04 0.80 H -L 0.48 578 C 0.05 0.43 L -S2 0.74 2174 T 0.18 0.56 S2-K 0.74 2174 T 0.18 0.56 K -R 0.34 255 T 0.02 0.32 R -Q 0.34 800 T 0.02 0.32 Q -G 0.47 800 T 0.03 0.44 ----------Chord-Webs---------- L -C 0.63 850 C 0.01 0.62 C -B 0.22 414 C 0.00 0.22 K -E 0.76 955 T 0.22 0.54 E -D 0.34 295 C 0.01 0.33 -------------Webs------------- I -A 0.09 434 C WindLd I -O 0.98 2145 C 1 Br O -N 0.32 423 C N -P 0.23 970 T P -H 0.85 1832 C 2 Br H -M 0.50 972 C 1 Br H -C 0.09 393 T M -C 0.09 400 T L -U 0.70 2697 C 1 Br U -K 0.53 2033 C 1 Br E -R 0.23 928 C E -S 0.40 932 T R -S 0.75 1424 C R -T 0.33 1232 C 1 Br Q -T 0.16 393 T T -G 0.85 892 C G -F 0.08 407 C WindLd TL Defl -0.36" in I -N L/869 LL Defl 0.32" in N -H L/967 Shear // Grain in C -U 0.59 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.27 O MT20 7.0x10.0-0.3 0.8 0.77 P MT20 8.0x 8.0 1.3-3.8 0.84 M MT20 8.0x 8.0 Ctr Ctr 0.51 B MT20 3.0x 4.0 Ctr Ctr 0.91 C MT20 8.0x14.0-0.2-1.3 0.91 U MT20 4.0x 8.0-0.5 Ctr 0.88 E MT20 7.0x12.0 0.2-0.8 0.61 D MT20 3.0x 4.0 Ctr Ctr 0.77 S MT20 4.0x 8.0-0.5-1.4 0.69 T MT20 4.0x12.0 Ctr Ctr 0.40 F MT20 4.0x 5.0-0.2 Ctr 0.22 I MT20 8.0x 8.0 0.5 Ctr 0.44 N MT20 4.0x 5.0 Ctr Ctr 0.67 S1 MT2H 5.0x10.0 Ctr Ctr 0.99 H MT20 6.0x 8.0 Ctr 0.5 0.68 L MT20 5.0x 6.0 0.5 Ctr 0.95 S2 MT20 4.0x10.0 Ctr Ctr 0.70 K MT20 4.0x 6.0-0.5 Ctr 0.85 R MT20 8.0x10.0 Ctr Ctr 0.40 Q MT20 2.0x 4.0 Ctr Ctr 0.36 G MT20 8.0x 8.0-0.5 Ctr 0.20 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2697 Lbs Max tens. force 2174 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:04 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 18-5-4 8-1-8 5-8-8 11-6-0 13-8-12 57-6-0 11-1-9 4 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 HO 2-3-0 HO 1-6-0 D:500.0 A4x5 B 3x4 C8x14 D 3x4 E 7x12 F4x5 G 8x8H6x8 I8x8 K4x6L5x6 M 8x8 N4x5 O 7x10 P12x14 Q2x4R8x10 S 4x8 T 4x12 U4x10 V2x4 SPL SPL S14x10 S24x10 W:508R:1170 U: 56 W:308R:1785 U: 81 W:508R: 728 U: 50 W:508R:2344 W:508R:2692 W:508R: 864 U: 65 ALL PLATES ARE MT2020 JOB1403208 AT03A EngineeringJob Mark Quan 4 Type SP Span 570600 P1-H1 4 Left OH 1- 4- 8 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 586.3 LBS Scale: 0.118" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.67 2x 6 SP-#1 BC 0.73 2x 6 SP-#1 -- 0.58 2x 6 SP-2400f-2.0E I -S1 CW 0.77 2x 4 SPF-#2 -- 0.64 2x 6 SP-#2 L -B WB 0.86 2x 4 SPF-#2 -- 0.70 2x 4 SPF-STUD I -A L -U U -K E -R E -S Q -T G -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: I -O P -V P -H H -M M -C L -U U -K R -T Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 1171 57 U 223 R V 1786 82 U H 729 50 U L 2344 R 2692 G 865 66 U 311 R Jt Brg Size Required I 5.5" 1.5" V 3.5" 1.5" H 5.5" 1.5" L 5.5" 2.6" R 5.5" 3.0" G 5.5" 1.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 22 32.5' 0 0 34.7' TC V 0 0 36.4' 0 55 42.1' TC V 14 0 32.5' 42.1' TC V 20 80 32.2' 42.2' WB S 14 0 B U WB S 14 0 D E TC V 500 0 37.3' CL-LB Plus 6 Wind Load Case(s) Plus 10 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -O 0.67 55 T 0.01 0.66 O -P 0.62 654 C 0.00 0.62 P -M 0.65 140 T 0.00 0.65 M -B 0.42 97 T 0.00 0.42 C -U 0.46 300 T 0.03 0.43 U -E 0.46 330 C 0.00 0.46 D -S 0.25 48 T 0.00 0.25 S -T 0.38 402 T 0.02 0.36 T -F 0.47 38 T 0.00 0.47 --------Bottom Chords--------- I -N 0.58 1030 T 0.02 0.56 N -V 0.33 189 T 0.00 0.33 V -S1 0.27 178 T 0.00 0.27 S1-H 0.49 178 T 0.00 0.49 H -L 0.32 520 C 0.04 0.28 L -S2 0.73 2203 T 0.18 0.55 S2-K 0.73 2203 T 0.18 0.55 K -R 0.34 255 T 0.02 0.32 R -Q 0.34 802 T 0.02 0.32 Q -G 0.47 802 T 0.03 0.44 ----------Chord-Webs---------- L -C 0.64 1052 C 0.01 0.63 C -B 0.22 417 C 0.00 0.22 K -E 0.77 951 T 0.22 0.55 E -D 0.34 295 C 0.01 0.33 -------------Webs------------- I -A 0.09 433 C WindLd I -O 0.53 1172 C 1 Br O -N 0.49 650 C N -P 0.25 1043 T P -V 0.43 1626 C 1 Br P -H 0.05 83 C 1 Br H -M 0.32 629 C 1 Br H -C 0.12 508 T M -C 0.05 242 T 1 Br L -U 0.70 2673 C 1 Br U -K 0.54 2060 C 1 Br E -R 0.23 944 C E -S 0.39 927 T R -S 0.75 1418 C R -T 0.33 1231 C 1 Br Q -T 0.16 393 T T -G 0.86 894 C G -F 0.08 407 C WindLd TL Defl -0.38" in I -N L/563 LL Defl -0.22" in I -N L/971 Shear // Grain in C -U 0.59 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.27 O MT20 7.0x10.0-0.3 0.8 0.88 P MT20 12.0x14.0 0.2-0.5 0.74 M MT20 8.0x 8.0 Ctr Ctr 0.51 B MT20 3.0x 4.0 Ctr Ctr 0.91 C MT20 8.0x14.0-0.2-1.3 0.92 U MT20 4.0x10.0 Ctr Ctr 0.76 E MT20 7.0x12.0 0.2-0.8 0.62 D MT20 3.0x 4.0 Ctr Ctr 0.77 S MT20 4.0x 8.0-0.5-1.4 0.68 T MT20 4.0x12.0 Ctr Ctr 0.40 F MT20 4.0x 5.0-0.2 Ctr 0.22 I MT20 8.0x 8.0 0.5 Ctr 0.24 N MT20 4.0x 5.0 Ctr Ctr 0.72 V MT20 2.0x 4.0 Ctr Ctr 0.57 S1 MT20 4.0x10.0 Ctr Ctr 0.45 H MT20 6.0x 8.0 Ctr 0.5 0.21 L MT20 5.0x 6.0 0.5 Ctr 0.94 S2 MT20 4.0x10.0 Ctr Ctr 0.72 K MT20 4.0x 6.0-0.5 Ctr 0.86 R MT20 8.0x10.0 Ctr Ctr 0.40 Q MT20 2.0x 4.0 Ctr Ctr 0.36 G MT20 8.0x 8.0-0.5 Ctr 0.20 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2673 Lbs Max tens. force 2203 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:07 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 18-5-4 8-1-8 5-8-8 11-6-0 13-8-12 57-6-0 11-1-9 4 TC 1040826-7-10 5-10-6 9-7-0 15-5-0 HO 2-3-0 HO 1-6-0 D:250.0 A 4x5 B3x4 C 8x14 D3x4 E 7x12 F 4x5 G8x8H 6x8 I 8x8 K 4x5 L 5x6 M8x8 N 4x5 O7x10 P 12x14 Q 2x4 R 8x10 S 4x8 T4x12 U 5x6 V 2x4 SPL SPL S1 4x10 S2 4x10 W:508 R:1055U: 45 W:308 R:1789U: 80 W:508 R: 738U: 43 W:508 R:2195 W:508 R:2564 W:508 R: 878U: 57 ALL PLATES ARE MT2020 JOB1403208 AT03AX EngineeringJob Mark Quan 1 Type SP Span 570600 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 582.2 LBS Scale: 0.118" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.67 2x 6 SP-#1 BC 0.70 2x 6 SP-#1 -- 0.58 2x 6 SP-2400f-2.0E I -S1 CW 0.72 2x 4 SPF-#2 -- 0.61 2x 6 SP-#2 L -B WB 0.89 2x 4 SPF-#2 -- 0.61 2x 4 SPF-STUD I -A L -U U -K E -R E -S Q -T G -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: I -O P -V P -H H -M M -C L -U U -K R -T Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 1055 46 U 223 R V 1789 80 U H 739 44 U L 2195 R 2565 G 878 57 U 311 R Jt Brg Size Required I 5.5" 1.5" V 3.5" 1.5" H 5.5" 1.5" L 5.5" 2.4" R 5.5" 2.8" G 5.5" 1.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 22 32.5' 0 0 34.7' TC V 0 0 36.4' 0 55 42.1' TC V 14 0 32.5' 42.1' TC V 20 80 32.2' 42.2' WB S 14 0 B U WB S 14 0 D E TC V 250 0 37.3' CL-LB Plus 6 Wind Load Case(s) Plus 10 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -O 0.67 55 T 0.01 0.66 O -P 0.62 658 C 0.00 0.62 P -M 0.64 135 T 0.00 0.64 M -B 0.42 97 T 0.00 0.42 C -U 0.44 251 T 0.03 0.41 U -E 0.44 329 C 0.00 0.44 D -S 0.25 47 T 0.00 0.25 S -T 0.38 368 T 0.02 0.36 T -F 0.47 38 T 0.00 0.47 --------Bottom Chords--------- I -N 0.58 1035 T 0.02 0.56 N -V 0.33 191 T 0.00 0.33 V -S1 0.27 180 T 0.00 0.27 S1-H 0.49 180 T 0.00 0.49 H -L 0.30 458 C 0.02 0.28 L -S2 0.70 1929 T 0.15 0.55 S2-K 0.70 1929 T 0.15 0.55 K -R 0.34 257 T 0.02 0.32 R -Q 0.35 830 T 0.03 0.32 Q -G 0.47 830 T 0.03 0.44 ----------Chord-Webs---------- L -C 0.61 1025 C 0.01 0.60 C -B 0.23 417 C 0.00 0.23 K -E 0.72 857 T 0.20 0.52 E -D 0.32 294 C 0.01 0.31 -------------Webs------------- I -A 0.08 394 C WindLd I -O 0.53 1177 C 1 Br O -N 0.49 652 C N -P 0.25 1045 T P -V 0.44 1629 C 1 Br P -H 0.05 80 C 1 Br H -M 0.32 621 C 1 Br H -C 0.11 448 T M -C 0.05 235 T 1 Br L -U 0.61 2326 C 1 Br U -K 0.46 1768 C 1 Br E -R 0.22 900 C E -S 0.36 849 T R -S 0.70 1335 C R -T 0.33 1227 C 1 Br Q -T 0.16 394 T T -G 0.89 925 C G -F 0.08 407 C WindLd TL Defl -0.38" in I -N L/563 LL Defl -0.22" in I -N L/971 Shear // Grain in C -U 0.57 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.24 O MT20 7.0x10.0-0.3 0.8 0.88 P MT20 12.0x14.0 0.2-0.5 0.74 M MT20 8.0x 8.0 Ctr Ctr 0.51 B MT20 3.0x 4.0 Ctr Ctr 0.91 C MT20 8.0x14.0-0.2-1.3 0.88 U MT20 5.0x 6.0-0.5 Ctr 0.94 E MT20 7.0x12.0 0.2-0.8 0.58 D MT20 3.0x 4.0 Ctr Ctr 0.77 S MT20 4.0x 8.0-0.5-1.4 0.63 T MT20 4.0x12.0 Ctr Ctr 0.40 F MT20 4.0x 5.0-0.2 Ctr 0.22 I MT20 8.0x 8.0 0.5 Ctr 0.24 N MT20 4.0x 5.0 Ctr Ctr 0.72 V MT20 2.0x 4.0 Ctr Ctr 0.57 S1 MT20 4.0x10.0 Ctr Ctr 0.45 H MT20 6.0x 8.0 Ctr 0.5 0.19 L MT20 5.0x 6.0 0.5 Ctr 0.80 S2 MT20 4.0x10.0 Ctr Ctr 0.60 K MT20 4.0x 5.0-0.5 Ctr 0.93 R MT20 8.0x10.0 Ctr Ctr 0.40 Q MT20 2.0x 4.0 Ctr Ctr 0.36 G MT20 8.0x 8.0-0.5 Ctr 0.20 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2326 Lbs Max tens. force 1929 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:10 PM Page 1 Designer: Doug Thompson BC 10-5-8 10-5-8 5-8-13 4 TC 1-4-8 10-5-8 HO 2-3-0 HO 5-8-13 A 2x4 B 2x4 C 2x4 D G2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 2x4 M 2x4 N 2x4 O 2x4 P 2x4 Q 2x4 ALL PLATES ARE MT2020 JOB1403208 AT03G EngineeringJob Mark Quan 1 Type MONO Span 100508 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 88.2 LBS Scale: 0.346" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.24 2x 4 SPF-#2 WB 0.11 2x 4 SPF-STUD -- 0.08 2x 4 SPF-#2 C -B Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 5- 8 or 48.0" 0- 0- 0 10- 5- 8 BC 120.0" 0- 0- 0 10- 5- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- L 1318 75 U 144 R Jt Brg Size Required L 125.5" 0"-to- 126" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- G -M 0.06 32 C 0.00 0.06 M -N 0.18 43 C 0.00 0.18 N -O 0.19 47 C 0.00 0.19 O -P 0.20 44 C 0.01 0.19 P -Q 0.20 39 C 0.01 0.19 Q -B 0.13 31 T 0.01 0.12 --------Bottom Chords--------- A -L 0.08 0 T 0.00 0.08 L -K 0.23 0 T 0.00 0.23 K -J 0.24 0 T 0.00 0.24 J -I 0.24 0 T 0.00 0.24 I -H 0.24 0 T 0.00 0.24 H -C 0.16 0 T 0.00 0.16 -------------Webs------------- A -G 0.11 373 C 0.00 0.11 L -M 0.10 312 C 0.00 0.10 K -N 0.11 338 C 0.00 0.11 J -O 0.10 335 C 0.00 0.10 I -P 0.10 334 C 0.01 0.09 H -Q 0.10 319 C 0.01 0.09 C -B 0.08 334 C 0.04 0.04 TL Defl 0.00" in H -C L/999 LL Defl 0.00" in H -C L/999 Shear // Grain in A -L 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI G MT20 2.0x 4.0 Ctr Ctr 0.75 M MT20 2.0x 4.0 Ctr Ctr 0.13 N MT20 2.0x 4.0 Ctr Ctr 0.13 O MT20 2.0x 4.0 Ctr Ctr 0.13 P MT20 2.0x 4.0 Ctr Ctr 0.21 Q MT20 2.0x 4.0 Ctr Ctr 0.20 B MT20 2.0x 4.0 Ctr Ctr 0.95 A MT20 2.0x 4.0 Ctr Ctr 0.82 L MT20 2.0x 4.0 Ctr Ctr 0.12 K MT20 2.0x 4.0 Ctr Ctr 0.12 J MT20 2.0x 4.0 Ctr Ctr 0.12 I MT20 2.0x 4.0 Ctr Ctr 0.19 H MT20 2.0x 4.0 Ctr Ctr 0.18 C MT20 2.0x 4.0 Ctr Ctr 0.80 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 373 Lbs Max tens. force 107 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:10 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 21-5-4 8-1-8 5-8-8 11-6-0 13-8-12 60-6-0 11-1-9 4 TC 1040829-7-10 5-10-6 4-9-8 4-9-8 15-5-0 HO 1-3-0 HO 1-6-0 D:500.0 A B 3x6 C D7x12 E3x6 F 8x8H4x6I5x6 Q4x10 T4x5 U6x10 V 8x8 W 10x10 X4x6 Y 7x10 Z7x12 AA4x8 BB3x6 CC 20G-MT2H-8x20 DD 4x12 EE4x6 FF 3x6 GG 4x12 HH II3x6 S16x10S2 4x10 SPL S34x10 4x5 W:508 R:1132 U: 51 W:308 R:2033 U: 90 W:508 R: 833 U: 54 W:508 R:2380 W:508 R:2806 W:508 R:1082 U: 64 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT04 EngineeringJob Mark Quan 6 Type SP Span 600600 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 605.2 LBS Scale: 0.115" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.61 2x 6 SP-#1 BC 0.86 2x 6 SP-#1 CW 0.81 2x 4 SPF-#2 -- 0.72 2x 6 SP-#2 I -B WB 0.98 2x 4 SPF-#2 -- 0.75 2x 4 SPF-STUD EE-FF I -Q Q -H D -W D -AA BB-DD F -T SL 0.10 2x 6 SP-#1 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 60- 6- 0 or 48.0" 0- 0- 0 60- 6- 0 BC 72.0" 0- 0- 0 60- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: Z -II Z -U U -V V -CC I -Q Q -H W -DD Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1132 52 U 237 R II 2033 90 U U 834 54 U I 2380 W 2807 F 1082 65 U 340 R Jt Brg Size Required A 5.5" 1.5" II 3.5" 2.2" U 5.5" 1.5" I 5.5" 2.6" W 5.5" 3.1" F 5.5" 1.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 60.5' BC V 15 20 0.0' 60.5' TC V 0 22 35.5' 45.1' TC V 0 87 35.5' 0 0 44.5' TC V 0 0 39.4' 0 55 45.1' TC V 14 0 35.5' 45.1' TC V 20 80 35.2' 45.2' WB S 14 0 B S3 WB S 14 0 E CC TC V 500 0 40.3' CL-LB Plus 6 Wind Load Case(s) Plus 9 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- GG-HH 0.44 800 C 0.00 0.44 HH-FF 0.45 1969 C 0.01 0.44 FF-Y 0.60 1864 C 0.00 0.60 Y -Z 0.57 537 C 0.00 0.57 Z -V 0.61 217 T 0.00 0.61 V -B 0.42 97 T 0.00 0.42 CC-Q 0.54 340 T 0.04 0.50 Q -D 0.46 335 C 0.00 0.46 E -AA 0.27 48 T 0.00 0.27 AA-DD 0.45 431 T 0.02 0.43 DD-T 0.47 38 T 0.00 0.47 --------Bottom Chords--------- GG-EE 0.55 1783 T 0.12 0.43 EE-X 0.86 1140 T 0.05 0.81 X -S2 0.44 251 C 0.00 0.44 S2-II 0.43 251 C 0.00 0.43 II-U 0.50 376 C 0.00 0.50 U -S3 0.33 587 C 0.04 0.29 S3-I 0.33 587 C 0.04 0.29 I -S1 0.72 2397 T 0.18 0.54 S1-H 0.72 2397 T 0.18 0.54 H -W 0.34 254 T 0.02 0.32 W -BB 0.34 918 T 0.02 0.32 BB-F 0.47 918 T 0.03 0.44 ----------Chord-Webs---------- I -CC 0.72 1016 C 0.01 0.71 CC-B 0.23 331 C 0.00 0.23 H -D 0.81 997 T 0.24 0.57 D -E 0.36 295 C 0.01 0.35 -------------Webs------------- EE-FF 0.06 199 C EE-Y 0.18 740 T Y -X 0.73 978 C X -Z 0.30 1261 T Z -II 0.50 1855 C 1 Br Z -U 0.05 214 T 1 Br U -V 0.44 868 C 1 Br U -CC 0.13 545 T V -CC 0.09 371 T 1 Br I -Q 0.75 2873 C 1 Br Q -H 0.58 2213 C 1 Br D -W 0.24 987 C D -AA 0.42 993 T W -AA 0.79 1491 C W -DD 0.37 1364 C 1 Br BB-DD 0.16 393 T DD-F 0.98 1023 C F -T 0.11 519 C WindLd -----------Sliders------------ GG-HH 0.10 1411 C TL Defl -0.41" in EE-X L/615 LL Defl -0.24" in EE-X L/999 Shear // Grain in C -Q 0.67 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI GG MT20 4.0x12.0 2.0 0.3 0.58 HH MT20 4.0x 5.0-0.2-0.1 0.42 FF MT20 3.0x 6.0 Ctr Ctr 0.14 Y MT20 7.0x10.0-0.3 0.8 0.82 Z MT20 7.0x12.0 0.2-0.5 0.32 V MT20 8.0x 8.0 Ctr Ctr 0.51 B MT20 3.0x 6.0 Ctr Ctr 0.61 CC MT2H 8.0x20.0-0.2-1.3 0.67 Q MT20 4.0x10.0-0.5 Ctr 0.76 D MT20 7.0x12.0 0.2-0.8 0.65 E MT20 3.0x 6.0 Ctr Ctr 0.55 AA MT20 4.0x 8.0-0.5-1.4 0.73 DD MT20 4.0x12.0 Ctr Ctr 0.45 T MT20 4.0x 5.0-0.2 Ctr 0.22 EE MT20 4.0x 6.0 Ctr Ctr 0.37 X MT20 4.0x 6.0 Ctr Ctr 0.80 S2 MT20 4.0x10.0 Ctr Ctr 0.45 II MT20 3.0x 6.0 Ctr Ctr 0.29 U MT20 6.0x10.0 Ctr Ctr 0.19 S3 MT20 4.0x10.0 Ctr Ctr 0.55 I MT20 5.0x 6.0 1.0 Ctr 0.88 S1 MT20 6.0x10.0 Ctr 0.2 0.99 H MT20 4.0x 6.0-0.5 Ctr 0.90 W MT20 10.0x10.0 Ctr Ctr 0.44 BB MT20 3.0x 6.0 Ctr Ctr 0.20 F MT20 8.0x 8.0-0.5 Ctr 0.23 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 CAUTION: Use extra care during fabrication, shipping, handling and erection of this truss. Temporary and permanent bracing are req'd and are designed by others. Seek advice of registered engineer. Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2873 Lbs Max tens. force 2397 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. This truss has a span 60-0-0 or greater, and has been designed based on informa- tion furnished to MiTek Industries, Inc. by the truss fabricator. Please refer to the accompanying letter for further information. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:13 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 16-11-11 1098-2-4 1096-10-3 11-6-0 13-8-12 57-6-0 11-1-9 6-11-10CC6-11-10H 4 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 HO 2-3-0 HO 1-6-0 D:500.0 A 4x5 B 6x8 C D3x4 E7x12 F 4x5 G8x8 H 10x12 I 5x8 K 3x4 L 8x8 N 4x6 O 5x6 R4x10 S7x8 T 2x4 U 8x10 V4x8 W4x12 X 4x6 Y7x10 Z4x10 AA 8x14 BB 2x4 CC DD S1 6x10 SPL W:508R: 991 U: 31 HGRR: 416 U: 150 W:704 R:1660 U: 142 W:704 R: 599 HGR R: 354 U: 249 W:508 R:2443 W:508 R:2695 W:508 R: 865 U: 65 ALL PLATES ARE MT2020 JOB1403208 AT05 EngineeringJob Mark Quan 4 Type SP Span 570600 P1-H1 4 Left OH 1- 4- 8 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 589.0 LBS Scale: 0.117" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.91 2x 6 SP-#1 BC 0.72 2x 6 SP-#1 -- 0.56 2x 6 SP-2400f-2.0E L -K -- 0.00 2x 4 SPF-#2 K -R -- 0.30 2x 8 SP-2400f-2.0E R -H CW 0.77 2x 4 SPF-#2 -- 0.65 2x 6 SP-#2 O -B WB 0.86 2x 4 SPF-#2 -- 0.69 2x 4 SPF-STUD L -A H -S O -Z Z -N E -U E -V T -W G -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: L -Y H -AA O -Z Z -N U -W Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- L 991 32 U 223 R K 416 150 U CC 1660 142 U DD 599 I 354 250 G O 2444 U 2696 G 866 66 U 311 R G = Gravity Uplift Jt Brg Size Required L 5.5" 1.5" K 3.5" 1.5" CC 7.2" 1.5" DD 7.2" 1.5" I 3.5" 1.5" O 5.5" 2.7" U 5.5" 3.0" G 5.5" 1.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 22 32.5' 0 0 34.7' TC V 0 0 36.4' 0 55 42.1' TC V 14 0 32.5' 42.1' TC V 20 80 32.2' 42.2' WB S 14 0 B O WB S 14 0 D S1 TC V 500 0 37.3' CL-LB Plus 6 Wind Load Case(s) Plus 12 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -Y 0.65 55 T 0.01 0.64 Y -R 0.55 258 C 0.00 0.55 R -BB 0.91 213 T 0.00 0.91 BB-S 0.31 173 T 0.00 0.31 S -B 0.43 229 T 0.00 0.43 AA-Z 0.45 313 T 0.02 0.43 Z -E 0.46 328 C 0.00 0.46 D -V 0.25 48 T 0.00 0.25 V -W 0.38 399 T 0.02 0.36 W -F 0.47 38 T 0.00 0.47 --------Bottom Chords--------- L -X 0.56 716 T 0.01 0.55 X -K 0.33 225 C 0.00 0.33 R -CC 0.30 627 C 0.00 0.30 K -DD 0.18 295 C 0.00 0.18 DD-H 0.07 225 C 0.00 0.07 I -O 0.49 456 C 0.03 0.46 O -S1 0.72 2239 T 0.18 0.54 S1-N 0.72 2239 T 0.18 0.54 N -U 0.34 245 T 0.02 0.32 U -T 0.34 804 T 0.02 0.32 T -G 0.47 804 T 0.03 0.44 ----------Chord-Webs---------- I -H 0.08 380 C 0.04 0.04 H -BB 0.14 789 C 0.08 0.06 O -AA 0.65 1114 C 0.01 0.64 AA-B 0.22 381 C 0.00 0.22 N -E 0.77 957 T 0.22 0.55 E -D 0.34 295 C 0.01 0.33 -------------Webs------------- L -A 0.09 430 C WindLd L -Y 0.37 815 C 1 Br Y -X 0.54 722 C X -R 0.25 1028 T H -S 0.12 373 C H -B 0.24 249 C I -AA 0.11 473 T H -AA 0.05 336 T 1 Br O -Z 0.69 2641 C 1 Br Z -N 0.55 2093 C 1 Br E -U 0.23 936 C E -V 0.39 920 T U -V 0.74 1411 C U -W 0.33 1231 C 1 Br T -W 0.16 393 T W -G 0.86 897 C G -F 0.08 407 C WindLd TL Defl -0.40" in L -X L/488 LL Defl -0.23" in L -X L/841 Shear // Grain in R -CC 0.96 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.26 Y MT20 7.0x10.0-0.3 0.8 0.91 R MT20 4.0x10.0 Ctr Ctr 0.61 BB MT20 2.0x 4.0 Ctr Ctr 0.88 S MT20 7.0x 8.0 Ctr Ctr 0.52 B MT20 6.0x 8.0-4.0 Ctr 0.61 AA MT20 8.0x14.0 Ctr-1.2 0.83 Z MT20 4.0x10.0 Ctr Ctr 0.75 E MT20 7.0x12.0 0.2-0.8 0.62 D MT20 3.0x 4.0 Ctr Ctr 0.77 V MT20 4.0x 8.0-0.5-1.4 0.68 W MT20 4.0x12.0 Ctr Ctr 0.40 F MT20 4.0x 5.0-0.2 Ctr 0.22 L MT20 8.0x 8.0 0.5 Ctr 0.17 X MT20 4.0x 6.0-0.1 Ctr 0.72 K MT20 3.0x 4.0 Ctr Ctr 0.91 H MT20 10.0x12.0 Ctr 1.4 0.39 I MT20 5.0x 8.0 0.5 Ctr 0.73 O MT20 5.0x 6.0 0.5 Ctr 0.93 S1 MT20 6.0x10.0 Ctr 0.2 0.96 N MT20 4.0x 6.0-0.5 Ctr 0.88 U MT20 8.0x10.0 Ctr Ctr 0.40 T MT20 2.0x 4.0 Ctr Ctr 0.36 G MT20 8.0x 8.0-0.5 Ctr 0.20 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2641 Lbs Max tens. force 2239 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:17 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 16-11-11 1098-2-4 1096-10-3 11-6-0 13-8-12 57-6-0 11-1-9 6-11-10CC6-11-10H 4 TC 26-7-10 5-10-6 9-7-0 15-5-0 HO 2-3-0 HO 1-6-0 D:500.0 A 4x5 B 6x8 C D3x4 E 7x12 F 4x5 G 8x8 H10x12 I5x8K3x4 L 8x8 N4x6O5x6 R4x10 S 7x8 T2x4U8x10 V4x8 W 4x12 X4x6 Y7x10 Z4x10 AA8x14 BB 2x4 CC DD S16x10 SPL W:508R: 874 U: 21 HGRR: 416 U: 150 W:704 R:1661 U: 142 W:704 R: 599 HGR R: 354 U: 249 W:508 R:2443 W:508 R:2684 W:508 R: 748 U: 55 ALL PLATES ARE MT2020 JOB1403208 AT05X EngineeringJob Mark Quan 1 Type SP Span 570600 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 580.7 LBS Scale: 0.117" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.91 2x 6 SP-#1 BC 0.72 2x 6 SP-#1 -- 0.56 2x 6 SP-2400f-2.0E L -K -- 0.00 2x 4 SPF-#2 K -R -- 0.30 2x 8 SP-2400f-2.0E R -H CW 0.76 2x 4 SPF-#2 -- 0.65 2x 6 SP-#2 O -B WB 0.86 2x 4 SPF-#2 -- 0.69 2x 4 SPF-STUD L -A H -S O -Z Z -N E -U E -V T -W G -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: L -Y H -AA O -Z Z -N U -W Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- L 874 22 U 223 R K 416 150 U CC 1661 142 U DD 599 I 355 250 G O 2443 U 2685 G 749 55 U 311 R G = Gravity Uplift Jt Brg Size Required L 5.5" 1.5" K 3.5" 1.5" CC 7.2" 1.5" DD 7.2" 1.5" I 3.5" 1.5" O 5.5" 2.7" U 5.5" 3.0" G 5.5" 1.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 22 32.5' 0 0 34.7' TC V 0 0 36.7' 0 52 42.1' TC V 14 0 32.5' 42.1' TC V 20 80 32.2' 42.2' WB S 14 0 B O WB S 14 0 D S1 TC V 500 0 37.3' CL-LB Plus 6 Wind Load Case(s) Plus 12 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -Y 0.65 55 T 0.01 0.64 Y -R 0.55 258 C 0.00 0.55 R -BB 0.91 214 T 0.00 0.91 BB-S 0.31 173 T 0.00 0.31 S -B 0.43 230 T 0.00 0.43 AA-Z 0.45 313 T 0.02 0.43 Z -E 0.46 324 C 0.00 0.46 D -V 0.25 48 T 0.00 0.25 V -W 0.38 399 T 0.02 0.36 W -F 0.47 38 T 0.00 0.47 --------Bottom Chords--------- L -X 0.56 718 T 0.01 0.55 X -K 0.33 226 C 0.00 0.33 R -CC 0.30 628 C 0.00 0.30 K -DD 0.18 297 C 0.00 0.18 DD-H 0.07 226 C 0.00 0.07 I -O 0.49 456 C 0.03 0.46 O -S1 0.72 2239 T 0.18 0.54 S1-N 0.72 2239 T 0.18 0.54 N -U 0.34 245 T 0.02 0.32 U -T 0.35 808 T 0.03 0.32 T -G 0.47 808 T 0.03 0.44 ----------Chord-Webs---------- I -H 0.08 381 C 0.04 0.04 H -BB 0.14 790 C 0.08 0.06 O -AA 0.65 1114 C 0.01 0.64 AA-B 0.22 381 C 0.00 0.22 N -E 0.76 957 T 0.22 0.54 E -D 0.34 295 C 0.01 0.33 -------------Webs------------- L -A 0.08 391 C WindLd L -Y 0.37 817 C 1 Br Y -X 0.54 725 C X -R 0.25 1030 T H -S 0.12 370 C H -B 0.24 250 C I -AA 0.11 473 T H -AA 0.05 336 T 1 Br O -Z 0.69 2641 C 1 Br Z -N 0.55 2093 C 1 Br E -U 0.23 929 C E -V 0.39 921 T U -V 0.74 1404 C U -W 0.34 1235 C 1 Br T -W 0.16 393 T W -G 0.86 900 C G -F 0.08 368 C WindLd TL Defl -0.40" in L -X L/488 LL Defl -0.23" in L -X L/841 Shear // Grain in R -CC 0.96 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.24 Y MT20 7.0x10.0-0.3 0.8 0.91 R MT20 4.0x10.0 Ctr Ctr 0.61 BB MT20 2.0x 4.0 Ctr Ctr 0.88 S MT20 7.0x 8.0 Ctr Ctr 0.52 B MT20 6.0x 8.0-4.0 Ctr 0.61 AA MT20 8.0x14.0 Ctr-1.2 0.83 Z MT20 4.0x10.0 Ctr Ctr 0.75 E MT20 7.0x12.0 0.2-0.8 0.61 D MT20 3.0x 4.0 Ctr Ctr 0.77 V MT20 4.0x 8.0-0.5-1.4 0.68 W MT20 4.0x12.0 Ctr Ctr 0.40 F MT20 4.0x 5.0-0.2 Ctr 0.22 L MT20 8.0x 8.0 0.5 Ctr 0.17 X MT20 4.0x 6.0-0.1 Ctr 0.72 K MT20 3.0x 4.0 Ctr Ctr 0.91 H MT20 10.0x12.0 Ctr 1.4 0.39 I MT20 5.0x 8.0 0.5 Ctr 0.73 O MT20 5.0x 6.0 0.5 Ctr 0.93 S1 MT20 6.0x10.0 Ctr 0.2 0.96 N MT20 4.0x 6.0-0.5 Ctr 0.88 U MT20 8.0x10.0 Ctr Ctr 0.40 T MT20 2.0x 4.0 Ctr Ctr 0.36 G MT20 8.0x 8.0-0.5 Ctr 0.20 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2641 Lbs Max tens. force 2239 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:22 PM Page 1 Designer: Doug Thompson BC 17-3-0 17-3-0 7-0-0 4 TC 17-3-0 HO 1-3-0 HO 7-0-0 A B 2x4 C 4x4 D F 3x4 G 3x4 H2x4 I 3x10 J3x4 W:508R: 982 U: 35 HGR R: 988 U: 66 ALL PLATES ARE MT2020 JOB1403208 AT06W EngineeringJob Mark Quan 12 Type MONO Span 170300 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 150.9 LBS Scale: 0.261" = 1' Online Plus -- Version 30.0.033 RUN DATE: 04-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.51 2x 6 SP-#1 BC 0.99 2x 6 SP-#1 WB 0.81 2x 4 SPF-#2 -- 0.08 2x 4 SPF-STUD G -H SL 0.10 2x 6 SP-#1 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 17- 3- 0 or 48.0" 0- 0- 0 17- 3- 0 BC 60.0" 0- 0- 0 17- 3- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 982 36 U 64 R C 988 67 U 165 R Jt Brg Size Required A 5.5" 1.5" C 3.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- I -J 0.38 682 C 0.00 0.38 J -H 0.39 1838 C 0.01 0.38 H -F 0.51 1735 C 0.00 0.51 F -B 0.36 51 C 0.00 0.36 --------Bottom Chords--------- I -G 0.70 1660 T 0.11 0.59 G -C 0.99 707 T 0.03 0.96 -------------Webs------------- G -H 0.08 207 T G -F 0.26 1084 T F -C 0.81 972 C C -B 0.23 340 C WindLd -----------Sliders------------ I -J 0.10 1396 C TL Defl -0.58" in G -C L/343 LL Defl -0.34" in G -C L/591 Shear // Grain in I -J 0.36 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI I MT20 3.0x10.0 1.5 0.3 0.72 J MT20 3.0x 4.0 Ctr Ctr 0.52 H MT20 2.0x 4.0 Ctr Ctr 0.30 F MT20 3.0x 4.0-1.8-0.9 0.80 B MT20 2.0x 4.0 Ctr Ctr 0.33 G MT20 3.0x 4.0 0.5 Ctr 0.86 C MT20 4.0x 4.0 Ctr Ctr 0.63 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 1838 Lbs Max tens. force 1660 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:22 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 12-0-4 5-8-8 11-6-0 17-0-12 46-3-8 11-1-8 4 TC 12-1-2 5-10-6 9-7-0 18-9-0 HO 7-1-2 HO 4-11 D:500.0 A 3x6 B2x4 C D 2x4 E 6x10 F4x6 G4x10 H7x8 J4x6K5x6 O4x10 P7x8 Q 8x10 R 4x8 T2x4 U4x5 V 4x5 W 8x14 S1 4x8 S24x8 HGRR: 931 U: 58 W:508R: 772 U: 13 W:508R:2400 W:508R:2915 W:508R: 904 U: 61 ALL PLATES ARE MT2020 JOB1403208 AT06E EngineeringJob Mark Quan 6 Type SP Span 460308 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 461.8 LBS Scale: 0.149" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.66 2x 6 SP-#1 BC 0.87 2x 6 SP-#1 CW 0.80 2x 4 SPF-#2 -- 0.65 2x 6 SP-#2 K -B WB 1.00 2x 4 SPF-#2 -- 0.69 2x 4 SPF-STUD K -O O -J E -Q E -R T -U Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 46- 3- 8 or 48.0" 0- 0- 0 46- 3- 8 BC 72.0" 0- 0- 0 46- 3- 8 Continuous Lateral Restraint req'd at mid-point of webs: V -G G -P P -W K -O O -J Q -U Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- H 932 58 U 384 R G 773 14 U K 2401 Q 2915 F 905 62 U 314 R Jt Brg Size Required H 3.5" 1.5" G 5.5" 1.5" K 5.5" 2.7" Q 5.5" 3.2" F 5.5" 5.5" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 -0.2' 46.1' BC V 15 20 -0.2' 46.1' TC V 0 22 17.8' 27.4' TC V 0 22 17.8' 0 0 20.0' TC V 0 0 21.3' 0 58 27.4' TC V 14 0 17.8' 27.4' TC V 20 80 17.4' 27.5' WB S 14 0 B K WB S 14 0 D S1 TC V 500 0 22.6' CL-LB Plus 6 Wind Load Case(s) Plus 10 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -V 0.56 76 T 0.01 0.55 V -P 0.63 150 C 0.00 0.63 P -B 0.42 99 T 0.00 0.42 W -O 0.46 270 T 0.03 0.43 O -E 0.45 290 C 0.00 0.45 D -R 0.22 47 T 0.00 0.22 R -U 0.60 461 T 0.03 0.57 U -F 0.66 1277 C 0.00 0.66 --------Bottom Chords--------- H -G 0.87 330 T 0.00 0.87 G -S2 0.52 489 C 0.03 0.49 S2-K 0.52 489 C 0.03 0.49 K -S1 0.74 2187 T 0.18 0.56 S1-J 0.74 2187 T 0.18 0.56 J -Q 0.34 225 T 0.02 0.32 Q -T 0.41 1250 T 0.15 0.26 T -F 0.65 1250 T 0.05 0.60 ----------Chord-Webs---------- K -W 0.65 1191 C 0.01 0.64 W -B 0.23 418 C 0.00 0.23 J -E 0.80 1022 T 0.24 0.56 E -D 0.35 312 C 0.00 0.35 -------------Webs------------- H -A 0.23 299 C WindLd H -V 1.00 876 C V -G 0.15 249 C 1 Br G -P 0.23 460 C 1 Br G -W 0.13 560 T P -W 0.12 247 C 1 Br K -O 0.69 2623 C 1 Br O -J 0.55 2110 C 1 Br E -Q 0.23 942 C E -R 0.48 1116 T Q -R 0.81 1541 C Q -U 0.50 1829 C 1 Br T -U 0.19 444 T TL Defl -0.26" in H -G L/525 LL Defl -0.15" in H -G L/918 Shear // Grain in F -F 1.00 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 6.0 Ctr Ctr 0.14 V MT20 4.0x 5.0 Ctr Ctr 0.49 P MT20 7.0x 8.0 Ctr Ctr 0.58 B MT20 2.0x 4.0 Ctr Ctr 0.91 W MT20 8.0x14.0-0.2-1.3 0.92 O MT20 4.0x10.0 Ctr Ctr 0.74 E MT20 6.0x10.0 0.1-0.3 0.93 D MT20 2.0x 4.0 Ctr Ctr 0.82 R MT20 4.0x 8.0-0.4-0.9 0.91 U MT20 4.0x 5.0 Ctr Ctr 0.83 F MT20 4.0x 6.0 Ctr-0.6 0.52 H MT20 7.0x 8.0 0.5 Ctr 0.20 G MT20 4.0x10.0 0.5 Ctr 0.29 S2 MT20 4.0x 8.0 Ctr Ctr 0.67 K MT20 5.0x 6.0 0.5 Ctr 0.92 S1 MT20 4.0x 8.0 Ctr Ctr 0.64 J MT20 4.0x 6.0-0.5 Ctr 0.89 Q MT20 8.0x10.0 Ctr Ctr 0.59 T MT20 2.0x 4.0 Ctr Ctr 0.41 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2623 Lbs Max tens. force 2187 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:25 PM Page 1 Designer: Doug Thompson 9- 7- 0 BC 14-4-12 12-2-0 5-8-8 25-2-12 57-6-0 11-1-9 4 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 HO 2-3-0 HO 1-6-0 D:500.0 A 4x5 B3x4 C 20G-MT2H-8x20 D3x4 E#18G-MS18-10x14 F 4x5 G8x8H8x10 I 8x8 K5x6L7x12 M8x8 N4x5 O7x10 P 12x14 Q2x4 R10x12 S4x12 T4x12 U20G-MT2H-8x20 V2x4 SPL SPL S15x10 S26x10 W:508 R: 881U: 47 W:508 R:1648U: 98 W:508 R: 329U: 191 W:508 R:4910 W:508 R:1772 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR JOB1403208 AT07 EngineeringJob Mark Quan 5 Type SP Span 570600 P1-H1 4 Left OH 1- 4- 8 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 587.9 LBS Scale: 0.118" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.67 2x 6 SP-#1 -- 0.56 2x 6 SP-2400f-2.0E C -E BC 0.89 2x 6 SP-#1 -- 0.56 2x 6 SP-2400f-2.0E I -S1 CW 0.85 2x 6 SP-#2 -- 0.42 2x 4 SPF-#2 K -D WB 0.92 2x 4 SPF-1650f-1.5E -- 0.18 2x 4 SPF-STUD I -A Q -T G -F -- 0.83 2x 4 SPF-#2 I -O O -N N -P V -P P -H H -M M -C U -K E -R E -S R -T T -G Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 42.0" 0- 0- 0 57- 6- 0 BC 36.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: I -O N -P V -P P -H H -M L -U E -S T -G Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 881 48 U 223 R V 1649 98 U H 330 191 G L 4911 G 1772 311 R G = Gravity Uplift Jt Brg Size Required I 5.5" 1.5" V 5.5" 1.5" H 5.5" 1.5" L 5.5" 5.4" G 5.5" 2.1" LC# 1 Attic & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 22 32.5' 0 0 34.7' TC V 0 0 36.4' 0 55 42.1' TC V 14 0 32.5' 42.1' TC V 20 80 32.2' 42.2' WB S 14 0 B U WB S 14 0 D E TC V 500 0 37.3' CL-LB Plus 6 Wind Load Case(s) Plus 10 Unbalanced Load Cases Plus 1 DL Load Case(s) Plus 1 Attic 2 Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -O 0.67 55 T 0.01 0.66 O -P 0.63 202 C 0.01 0.62 P -M 0.64 282 T 0.00 0.64 M -B 0.41 99 T 0.00 0.41 C -U 0.56 3988 T 0.21 0.35 U -E 0.42 5229 C 0.08 0.34 D -S 0.27 110 C 0.00 0.27 S -T 0.37 1953 C 0.00 0.37 T -F 0.49 38 T 0.00 0.49 --------Bottom Chords--------- I -N 0.56 503 T 0.01 0.55 N -V 0.34 399 C 0.00 0.34 V -S1 0.37 227 T 0.00 0.37 S1-H 0.63 227 T 0.00 0.63 H -L 0.89 4232 C 0.49 0.40 L -S2 0.79 2787 T 0.23 0.56 S2-K 0.79 2787 T 0.23 0.56 K -R 0.73 5162 T 0.62 0.11 R -Q 0.56 2622 T 0.16 0.40 Q -G 0.59 2622 T 0.15 0.44 ----------Chord-Webs---------- L -C 0.85 1916 C 0.04 0.81 C -B 0.47 414 C 0.00 0.47 K -E 0.37 864 C 0.01 0.36 E -D 0.42 270 C 0.03 0.39 -------------Webs------------- I -A 0.09 433 C WindLd I -O 0.26 573 C 1 Br O -N 0.53 711 C N -P 0.23 954 T 1 Br V -P 0.41 1284 C 1 Br P -H 0.34 546 C 1 Br H -M 0.48 931 C 1 Br H -C 0.68 4230 T M -C 0.10 419 T L -U 0.92 7224 C 1 Br U -K 0.68 2788 T E -R 0.83 5225 C E -S 0.68 4756 C 1 Br R -S 0.72 4483 T R -T 0.83 857 C Q -T 0.18 419 T T -G 0.79 2922 C 1 Br G -F 0.09 415 C WindLd TL Defl -0.33" in V -H L/423 LL Defl -0.19" in V -H L/720 Shear // Grain in C -U 0.58 Plates for each ply each face. Plate - MT20 18 Ga, Gross Area Plate - MT2H 18 Ga, Gross Area Plate - RHS 18 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.26 O MT20 7.0x10.0-0.3 0.8 0.83 P MT20 12.0x14.0 0.2-0.5 0.74 M MT20 8.0x 8.0 Ctr Ctr 0.51 B MT20 3.0x 4.0 Ctr Ctr 0.91 C MT2H 8.0x20.0-0.2-1.3 0.85 U MT2H 8.0x20.0-1.5 Ctr 0.82 E# MS18 10.0x14.0 0.2-2.2 0.55 D MT20 3.0x 4.0 Ctr Ctr 0.77 S MT20 4.0x12.0-1.2-3.3 0.78 T MT20 4.0x12.0 0.5-0.2 0.63 F MT20 4.0x 5.0-0.2 Ctr 0.22 I MT20 8.0x 8.0 0.5 Ctr 0.13 N MT20 4.0x 5.0 Ctr Ctr 0.66 V MT20 2.0x 4.0 Ctr Ctr 0.57 S1 MT20 5.0x10.0 Ctr Ctr 0.98 H MT20 8.0x10.0 1.0 Ctr 0.89 L MT20 7.0x12.0 2.0 Ctr 0.98 S2 MT20 6.0x10.0 Ctr 0.2 0.60 K MT20 5.0x 6.0-1.0 Ctr 0.88 R MT20 10.0x12.0 Ctr 0.5 0.93 Q MT20 2.0x 4.0 Ctr Ctr 0.38 G MT20 8.0x 8.0-0.5 Ctr 0.64 # = Plate Monitor used REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Partial-length live loads checked. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 7224 Lbs Max tens. force 5162 Lbs Connector Plate Fabrication Tolerance = 20% Exceptions: E 0% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:28 PM Page 1 Designer: Doug Thompson BC 14-4-12 12-2-0 5-8-8 25-2-12 57-6-0 11-1-9 4 TC 104081040826-7-10 5-10-6 25-0-0 HO 2-3-0 HO 1-6-0 A 4x5 B 5x8 F 4x5 G 8x8 H 6x8 I8x8 L 4x6 M 7x8 N 4x5 O 7x10 P 12x14 Q 2x4 R 4x5 S 5x5 T 7x10 V2x4 X 18G-MS18-6x12 Y5x5 Z 4x6 SPL SPL S1 6x10 S2 4x10 SPL W:508R: 841 U: 42 W:508 R:1547 W:508 R:1606 U: 135 W:508 R:2658 U: 416 W:508 R:1382 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT07X EngineeringJob Mark Quan 1 Type SP Span 570600 P1-H1 4 Left OH 1- 4- 8 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 582.8 LBS Scale: 0.106" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.70 2x 6 SP-#1 -- 0.57 2x 6 SP-2400f-2.0E X -T BC 0.67 2x 6 SP-#1 -- 0.56 2x 6 SP-2400f-2.0E I -S1 CW 0.61 2x 6 SP-2400f-2.0E WB 0.92 2x 4 SPF-1650f-1.5E -- 0.17 2x 4 SPF-STUD I -A Q -T G -F -- 0.78 2x 4 SPF-#2 I -O O -N N -P V -P P -H H -M H -B Y -Z Y -S R -S R -T T -G Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: I -O N -P V -P P -H H -M H -B L -Z T -G L -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 841 43 U 303 R V 1548 H 1606 136 U L 2658 417 U G 1383 242 R Jt Brg Size Required I 5.5" 1.5" V 5.5" 1.5" H 5.5" 1.8" L 5.5" 2.9" G 5.5" 1.6" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 57.5' BC V 15 20 0.0' 57.5' TC V 0 22 32.5' 42.1' TC V 0 40 32.5' 0 0 36.7' Plus 6 Wind Load Case(s) Plus 8 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -O 0.67 55 T 0.01 0.66 O -P 0.68 209 T 0.02 0.66 P -M 0.70 839 T 0.04 0.66 M -B 0.45 813 T 0.02 0.43 X -Z 0.57 912 T 0.06 0.51 Z -S 0.39 983 C 0.00 0.39 S -T 0.21 1221 C 0.00 0.21 T -F 0.47 38 T 0.00 0.47 --------Bottom Chords--------- I -N 0.56 439 T 0.01 0.55 N -V 0.36 585 C 0.04 0.32 V -S1 0.38 462 T 0.00 0.38 S1-H 0.67 462 T 0.00 0.67 H -L 0.48 870 C 0.27 0.21 L -S2 0.59 1060 T 0.05 0.54 S2-Y 0.59 1060 T 0.05 0.54 Y -R 0.39 1163 T 0.05 0.34 R -Q 0.47 1874 T 0.11 0.36 Q -G 0.53 1874 T 0.09 0.44 ----------Chord-Webs---------- L -X 0.08 1201 C 0.00 0.08 X -B 0.61 371 C 0.00 0.61 -------------Webs------------- I -A 0.09 432 C WindLd I -O 0.22 499 C 1 Br O -N 0.56 754 C N -P 0.23 976 T 1 Br V -P 0.39 1210 C 1 Br P -H 0.54 869 C 1 Br H -M 0.42 814 C 1 Br H -B 0.06 139 T 1 Br L -Z 0.92 2254 C 1 Br Y -Z 0.16 660 T Y -S 0.27 491 C R -S 0.12 490 T R -T 0.78 807 C Q -T 0.17 404 T T -G 0.57 2088 C 1 Br G -F 0.09 410 C WindLd TL Defl -0.32" in V -H L/435 LL Defl -0.19" in V -H L/732 Shear // Grain in X -B 0.72 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.26 O MT20 7.0x10.0-0.3 0.8 0.89 P MT20 12.0x14.0 0.2-0.5 0.83 M MT20 7.0x 8.0 Ctr Ctr 0.52 B MT20 5.0x 8.0-4.0 Ctr 0.73 X MS18 6.0x12.0-0.1-0.2 0.98 Z MT20 4.0x 6.0 Ctr Ctr 0.86 S MT20 5.0x 5.0 Ctr Ctr 0.33 T MT20 7.0x10.0 0.7 0.6 0.46 F MT20 4.0x 5.0-0.2 Ctr 0.19 I MT20 8.0x 8.0 0.5 Ctr 0.12 N MT20 4.0x 5.0 Ctr Ctr 0.67 V MT20 2.0x 4.0 Ctr Ctr 0.53 S1 MT20 6.0x10.0 Ctr 0.2 0.74 H MT20 6.0x 8.0 Ctr 0.5 0.32 L MT20 4.0x 6.0 0.5 Ctr 0.89 S2 MT20 4.0x10.0 Ctr Ctr 0.45 Y MT20 5.0x 5.0 Ctr Ctr 0.40 R MT20 4.0x 5.0 Ctr Ctr 0.45 Q MT20 2.0x 4.0 Ctr Ctr 0.37 G MT20 8.0x 8.0-0.5 Ctr 0.46 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2254 Lbs Max tens. force 1874 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:30 PM Page 1 Designer: Doug Thompson BC 12-0-4 5-8-8 11-4-4 29-1-0 11-1-9 4 TC 12-1-2 5-10-6 11-1-8 HO 7-1-3 HO 6-1-8 A 2x4 B2x4 C 18G-MS18-6x12 E2x4F 3x6 G4x5 H 4x10 I7x8 J4x5 K 3x6 L 3x6M 3x6 S1 4x6 HGR R: 677U: 36 W:508 R: 902U: 15 W:508 R:1487U: 226 HGR R: 517U: 23 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT08 EngineeringJob Mark Quan 6 Type SP Span 290100 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 349.5 LBS Scale: 0.145" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.51 2x 6 SP-#1 BC 0.78 2x 6 SP-#1 CW 0.60 2x 6 SP-#2 WB 0.67 2x 4 SPF-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 29- 1- 0 or 48.0" 0- 0- 0 29- 1- 0 BC 72.0" 0- 0- 0 29- 1- 0 Continuous Lateral Restraint req'd at mid-point of webs: M -F F -I I -H H -L H -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- G 678 36 U 303 R F 902 16 U H 1488 227 U E 518 23 U 392 R Jt Brg Size Required G 3.5" 1.5" F 5.5" 1.5" H 5.5" 1.6" E 3.5" 1.5" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 -0.2' 28.9' BC V 15 20 -0.2' 28.9' TC V 0 50 17.8' 0 0 24.7' Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -M 0.35 64 T 0.01 0.34 M -I 0.51 116 T 0.00 0.51 I -B 0.37 356 T 0.00 0.37 C -L 0.42 197 T 0.03 0.39 L -J 0.32 193 C 0.00 0.32 --------Bottom Chords--------- G -F 0.78 315 T 0.00 0.78 F -S1 0.44 388 T 0.00 0.44 S1-H 0.44 388 T 0.00 0.44 H -K 0.40 329 T 0.01 0.39 K -E 0.22 333 T 0.00 0.22 ----------Chord-Webs---------- H -C 0.25 751 C 0.02 0.23 C -B 0.60 264 C 0.00 0.60 -------------Webs------------- G -A 0.23 300 C WindLd G -M 0.67 582 C M -F 0.18 298 C 1 Br F -I 0.18 352 C 1 Br I -H 0.17 276 C 1 Br I -C 0.10 323 T H -L 0.26 536 C 1 Br K -L 0.17 228 C K -J 0.13 535 T E -J 0.28 512 C WindLd TL Defl -0.26" in G -F L/536 LL Defl -0.15" in G -F L/937 Shear // Grain in C -L 0.39 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.32 M MT20 3.0x 6.0 Ctr Ctr 0.37 I MT20 7.0x 8.0 Ctr Ctr 0.66 B MT20 2.0x 4.0 Ctr Ctr 0.91 C MS18 6.0x12.0 Ctr-1.2 0.85 L MT20 3.0x 6.0 Ctr Ctr 0.37 J MT20 4.0x 5.0 Ctr Ctr 0.44 G MT20 4.0x 5.0 Ctr Ctr 0.33 F MT20 3.0x 6.0 Ctr Ctr 0.36 S1 MT20 4.0x 6.0 Ctr Ctr 0.86 H MT20 4.0x10.0 Ctr Ctr 0.33 K MT20 3.0x 6.0 Ctr Ctr 0.53 E MT20 2.0x 4.0 Ctr Ctr 0.31 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req'd Max comp. force 751 Lbs Max tens. force 535 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:30 PM Page 1 Designer: Doug Thompson BC 16-11-0 16-11-0 6-0-6 4 TC 16-11-0 HO 6-0-6 HO 4-11 A 2x4 B C 3x4 D4x4 E2x4 F3x6 HGRR: 962 U: 62 W:508R: 939 U: 37 ALL PLATES ARE MT2020 JOB1403208 AT08E EngineeringJob Mark Quan 13 Type MONO Span 161100 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 125.4 LBS Scale: 0.294" = 1' Online Plus -- Version 30.0.033 RUN DATE: 04-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.58 2x 6 SP-#1 BC 0.63 2x 6 SP-#1 WB 0.39 2x 4 SPF-#2 -- 0.19 2x 4 SPF-STUD E -F Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16-11- 0 or 48.0" 0- 0- 0 16-11- 0 BC 120.0" 0- 0- 0 16-11- 0 Continuous Lateral Restraint req'd at mid-point of webs: D -F Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 962 62 U 149 R C 940 37 U 47 R Jt Brg Size Required D 3.5" 1.5" C 5.5" 5.5" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -F 0.42 48 C 0.00 0.42 F -C 0.58 1428 C 0.00 0.58 --------Bottom Chords--------- D -E 0.42 1380 T 0.07 0.35 E -C 0.63 1380 T 0.08 0.55 -------------Webs------------- D -A 0.17 357 C WindLd D -F 0.39 1561 C 1 Br E -F 0.19 459 T TL Defl -0.26" in E -C L/733 LL Defl -0.16" in E -C L/999 Shear // Grain in C -C 1.00 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.48 F MT20 3.0x 6.0 Ctr Ctr 0.83 C MT20 3.0x 4.0 Ctr Ctr 0.88 D MT20 4.0x 4.0 0.5 Ctr 0.87 E MT20 2.0x 4.0 Ctr Ctr 0.42 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 1561 Lbs Max tens. force 1380 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:31 PM Page 1 Designer: Doug Thompson BC 15-9-4 15-9-4 5-7-12 4 TC 10-8 15-9-4 HO 5-7-12 HO 4-11 A 2x4 B C 3x4 D 2x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 2x4 M 2x4 N 2x4 O2x4 P 2x4 ALL PLATES ARE MT2020 JOB1403208 AT08EG EngineeringJob Mark Quan 1 Type MONO Span 150904 P1-H1 4 Left OH 10- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 106.1 LBS Scale: 0.360" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.42 2x 4 SPF-#2 BC 0.40 2x 4 SPF-#2 WB 0.47 2x 4 SPF-STUD -- 0.09 2x 4 SPF-#2 D -A Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 9- 4 or 48.0" 0- 0- 0 15- 9- 4 BC 72.0" 0- 0- 0 15- 9- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 1887 104 U 145 R Jt Brg Size Required D 189.2" 0"-to- 189" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -K 0.12 30 T 0.01 0.11 K -L 0.20 43 C 0.01 0.19 L -M 0.19 54 C 0.00 0.19 M -N 0.19 64 C 0.00 0.19 N -O 0.19 74 C 0.00 0.19 O -P 0.17 83 C 0.00 0.17 P -C 0.42 120 C 0.00 0.42 --------Bottom Chords--------- D -J 0.12 0 T 0.00 0.12 J -I 0.20 0 T 0.00 0.20 I -H 0.20 0 T 0.00 0.20 H -G 0.20 0 T 0.00 0.20 G -F 0.20 0 T 0.00 0.20 F -E 0.19 0 T 0.00 0.19 E -C 0.40 7 T 0.00 0.40 -------------Webs------------- D -A 0.09 360 C 0.04 0.05 J -K 0.10 315 C 0.01 0.09 I -L 0.11 334 C 0.01 0.10 H -M 0.10 335 C 0.00 0.10 G -N 0.12 338 C 0.00 0.12 F -O 0.12 331 C 0.00 0.12 E -P 0.47 375 C 0.00 0.47 TL Defl -0.03" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in P -C 0.35 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.85 K MT20 2.0x 4.0 Ctr Ctr 0.12 L MT20 2.0x 4.0 Ctr Ctr 0.13 M MT20 2.0x 4.0 Ctr Ctr 0.13 N MT20 2.0x 4.0 Ctr Ctr 0.13 O MT20 2.0x 4.0 Ctr Ctr 0.13 P MT20 2.0x 4.0 Ctr Ctr 0.16 C MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.83 J MT20 2.0x 4.0 Ctr Ctr 0.12 I MT20 2.0x 4.0 Ctr Ctr 0.12 H MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 E MT20 2.0x 4.0 Ctr Ctr 0.14 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 375 Lbs Max tens. force 60 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:31 PM Page 1 Designer: Doug Thompson BC 14-4-12 12-2-0 5-8-8 11-6-0 13-8-12 57-6-0 11-1-9 4 TC 104081040826-7-10 5-10-6 9-8-12 15-3-4 HO 2-3-0 HO 1-6-0 A 4x5 B 3x4 C18G-MS18-6x12 D 4x5 E8x8F8x10 G 8x8 J4x5 Q10x10 R4x5 S7x10 T 7x12 U4x5 V5x5 W2x4X5x5 Y 4x6 Z7x10 AA2x4 SPL SPL S14x10S25x10 W:508 R: 906U: 50 W:508 R:1743 W:508 R: 977U: 30 W:508 R:1768U: 517 W:308 R:1753 W:508 R:1055 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT09 EngineeringJob Mark Quan 6 Type MAN4 Span 570600 P1-H1 4 Left OH 1- 4- 8 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 582.8 LBS Scale: 0.118" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.63 2x 6 SP-#1 BC 0.91 2x 6 SP-#1 CW 0.84 2x 6 SP-#2 WB 0.93 2x 4 SPF-#2 -- 0.17 2x 4 SPF-STUD G -A W -Z E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 57- 6- 0 or 48.0" 0- 0- 0 57- 6- 0 BC 72.0" 0- 0- 0 57- 6- 0 Continuous Lateral Restraint req'd at mid-point of webs: G -S R -T AA-T T -J J -Q Q -F F -Y U -Z F -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- G 906 50 U 278 R AA 1744 J 977 30 U F 1769 517 U U 1754 E 1055 247 R Jt Brg Size Required G 5.5" 1.5" AA 5.5" 1.9" J 5.5" 1.5" F 5.5" 2.0" U 3.5" 1.9" E 5.5" 1.5" Plus 6 Wind Load Case(s) Plus 7 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -S 0.57 54 T 0.00 0.57 S -T 0.58 238 C 0.01 0.57 T -Q 0.58 388 T 0.00 0.58 Q -B 0.38 499 T 0.01 0.37 C -Y 0.63 519 T 0.07 0.56 Y -V 0.52 229 T 0.01 0.51 V -Z 0.38 367 T 0.02 0.36 Z -D 0.41 38 T 0.00 0.41 --------Bottom Chords--------- G -R 0.91 559 T 0.03 0.88 R -AA 0.58 414 C 0.02 0.56 AA-S2 0.64 416 T 0.00 0.64 S2-J 0.64 416 T 0.00 0.64 J -F 0.32 603 T 0.00 0.32 F -S1 0.50 312 T 0.00 0.50 S1-X 0.50 312 T 0.00 0.50 X -U 0.31 356 C 0.00 0.31 U -W 0.33 868 T 0.03 0.30 W -E 0.43 868 T 0.03 0.40 ----------Chord-Webs---------- F -C 0.36 1008 C 0.07 0.29 C -B 0.84 361 C 0.00 0.84 -------------Webs------------- G -A 0.09 433 C WindLd G -S 0.29 636 C 1 Br S -R 0.54 726 C R -T 0.25 1026 T 1 Br AA-T 0.48 1484 C 1 Br T -J 0.33 537 C 1 Br J -Q 0.19 379 C 1 Br Q -F 0.21 333 C 1 Br F -Y 0.32 531 C 1 Br X -Y 0.32 520 C X -V 0.19 783 T U -V 0.53 1009 C U -Z 0.37 1365 C 1 Br W -Z 0.17 398 T Z -E 0.93 968 C E -D 0.11 517 C WindLd TL Defl -0.45" in G -R L/366 LL Defl -0.27" in G -R L/614 Shear // Grain in T -Q 0.48 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.26 S MT20 7.0x10.0-0.3 0.8 0.85 T MT20 7.0x12.0 0.2-0.5 0.26 Q MT20 10.0x10.0 0.3-0.8 0.44 B MT20 3.0x 4.0 Ctr Ctr 0.91 C MS18 6.0x12.0-0.1-0.2 0.73 Y MT20 4.0x 6.0 Ctr Ctr 0.28 V MT20 5.0x 5.0 Ctr Ctr 0.56 Z MT20 7.0x10.0 0.7 0.6 0.74 D MT20 4.0x 5.0-0.2 Ctr 0.20 G MT20 8.0x 8.0 0.5 Ctr 0.13 R MT20 4.0x 5.0 Ctr Ctr 0.71 AA MT20 2.0x 4.0 Ctr Ctr 0.65 S2 MT20 5.0x10.0 Ctr Ctr 0.99 J MT20 4.0x 5.0 Ctr Ctr 0.33 F MT20 8.0x10.0 0.5 Ctr 0.21 S1 MT20 4.0x10.0 Ctr Ctr 0.45 X MT20 5.0x 5.0 Ctr Ctr 0.53 U MT20 4.0x 5.0 Ctr Ctr 0.76 W MT20 2.0x 4.0 Ctr Ctr 0.36 E MT20 8.0x 8.0-0.5 Ctr 0.21 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 1484 Lbs Max tens. force 1026 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:33 PM Page 1 Designer: Doug Thompson BC 26-9-8 5-8-8 32-6-0 11-1-9 4 TC 1040826-7-11 5-10-5 HO 2-3-0 HO 11-1-9 A2x4 B 20G-MT2H-5x8 C4x5 K 2x4 L 2x4 M 5x5 N 2x4O 2x4 P 2x4 Q 2x4 R 2x4 S 2x4 T 5x6 U 2x4 V 2x4 W 2x4 X 2x4 Y 2x4 Z 2x4 AA 2x4 BB2x4 CC2x4 DD 2x4 EE 5x6 FF2x4 GG 2x4 HH 2x4 II2x4 JJ2x4 KK 2x4 LL 2x4 MM 2x4 NN2x4 OO2x4 SPL SPL W:508 R: 433 U: 24 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT09G EngineeringJob Mark Quan 1 Type MONO Span 320600 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 351.9 LBS Scale: 0.134" = 1' Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:35 PM Page 1 Designer: Doug Thompson BC 1-3-12 4-5-14 4-5-14 1-11-7 1-9E 4 TC 10-85-9-10 HO 3-15 HO 1-11-7 W:408 R: 420 U: 26 A B 2x4 C 2x4 D E 2x4 W:308R: 410 U: 12 ALL PLATES ARE MT2020 JOB1403208 ATCP EngineeringJob Mark Quan 43 Type MONO Span 40514 P1-H1 4 Left OH 0 Right OH 10- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 24.3 LBS Scale: 0.690" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-DEC-14 CSI -Size- ----Lumber---- TC 0.55 2x 4 SPF-#2 BC 0.57 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 5-14 or 48.0" 0- 0- 0 4- 5-14 BC 53.9" 0- 0- 0 4- 5-14 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- E 410 13 U 20 R C 421 27 U 39 R Jt Brg Size Required E 3.5" 1.5" C 4.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- E -B 0.55 17 C 0.01 0.54 --------Bottom Chords--------- E -C 0.57 30 T 0.00 0.57 -------------Webs------------- C -B 0.08 389 C WindLd TL Defl -0.06" in E -C L/750 LL Defl -0.03" in E -C L/999 Shear // Grain in E -B 0.39 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI E MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 2.0x 4.0 Ctr Ctr 0.15 C MT20 2.0x 4.0 Ctr Ctr 0.49 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 389 Lbs Max tens. force 37 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:35 PM Page 1 Designer: Doug Thompson BC 10-9-4 20-6-8 11-6-0 17-0-12 59-10-8 11-11-12 4 TC 31-6-8 9-8-12 18-7-4 HO 1-6-13 HO 4-11 A 4x5 B3x6 C 18G-MS18-8x14 D 4x8 E 7x12 F 8x8 K 4x6 L 4x5 M 5x8 N 7x10 P 8x8 Q 3x6 R 4x6S5x5 T 4x6 U5x5 V 8x10SPL SPL SPL S1 6x10 S2 4x10 W:508 R: 449 U: 54 W:508 R:2168 U: 43 W:508 R:2266 U: 168 W:508 R:2049 U: 57 W:508 R: 946 U: 31 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT010 EngineeringJob Mark Quan 3 Type MAN4 Span 591008 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 559.6 LBS Scale: 0.114" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.66 2x 6 SP-#1 BC 0.88 2x 6 SP-#1 CW 0.88 2x 6 SP-#2 WB 0.75 2x 4 SPF-#2 -- 0.37 2x 4 SPF-STUD F -A N -K Q -V Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 59-10- 8 or 48.0" 0- 0- 0 59-10- 8 BC 72.0" 0- 0- 0 59-10- 8 Continuous Lateral Restraint req'd at mid-point of webs: F -N K -P P -L M -E E -T R -V E -C Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- F 449 54 U 155 R K 2168 43 U E 2266 169 U R 2050 57 U D 946 31 U 176 R Jt Brg Size Required F 5.5" 1.5" K 5.5" 2.4" E 5.5" 2.5" R 5.5" 2.3" D 5.5" 5.5" Plus 4 Wind Load Case(s) Plus 7 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -N 0.49 43 T 0.00 0.49 N -P 0.58 381 T 0.05 0.53 P -M 0.53 327 C 0.00 0.53 M -B 0.33 305 T 0.00 0.33 C -T 0.62 528 T 0.05 0.57 T -U 0.51 559 T 0.01 0.50 U -V 0.65 716 T 0.06 0.59 V -D 0.66 1171 C 0.00 0.66 --------Bottom Chords--------- F -K 0.68 124 T 0.00 0.68 K -S1 0.88 591 T 0.01 0.87 S1-L 0.88 591 T 0.01 0.87 L -E 0.49 300 T 0.01 0.48 E -S2 0.55 530 C 0.00 0.55 S2-S 0.55 530 C 0.00 0.55 S -R 0.31 706 C 0.00 0.31 R -Q 0.39 1149 T 0.12 0.27 Q -D 0.65 1149 T 0.12 0.53 ----------Chord-Webs---------- E -C 0.34 1026 C 0.07 0.27 C -B 0.88 368 C 0.00 0.88 -------------Webs------------- F -A 0.08 382 C WindLd F -N 0.04 138 C 1 Br N -K 0.37 771 C K -P 0.53 1392 C 1 Br P -L 0.20 366 C 1 Br L -M 0.15 611 T M -E 0.75 1355 C 1 Br M -C 0.09 369 T E -T 0.21 353 C 1 Br S -T 0.42 677 C S -U 0.23 973 T R -U 0.58 1102 C R -V 0.57 2068 C 1 Br Q -V 0.19 450 T TL Defl -0.71" in K -L L/341 LL Defl -0.36" in K -L L/670 Shear // Grain in D -D 1.00 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.23 N MT20 7.0x10.0-0.3 0.8 0.85 P MT20 8.0x 8.0 1.3-3.8 0.85 M MT20 5.0x 8.0 0.5-1.4 0.42 B MT20 3.0x 6.0 Ctr Ctr 0.61 C MS18 8.0x14.0-0.3-1.9 0.97 T MT20 4.0x 6.0 Ctr Ctr 0.28 U MT20 5.0x 5.0 Ctr Ctr 0.70 V MT20 8.0x10.0-1.3-3.8 0.83 D MT20 4.0x 8.0-0.4-1.5 0.50 F MT20 8.0x 8.0 0.5 Ctr 0.10 K MT20 4.0x 6.0 Ctr Ctr 0.60 S1 MT20 6.0x10.0 Ctr 0.2 0.76 L MT20 4.0x 5.0 Ctr Ctr 0.46 E MT20 7.0x12.0 Ctr Ctr 0.30 S2 MT20 4.0x10.0 Ctr Ctr 0.45 S MT20 5.0x 5.0 Ctr Ctr 0.66 R MT20 4.0x 6.0 0.5 Ctr 0.85 Q MT20 3.0x 6.0 Ctr Ctr 0.23 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2068 Lbs Max tens. force 1149 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:36 PM Page 1 Designer: Doug Thompson BC 11-2-12 20-7-8 11-5-0 17-0-12 60-4-0 11-11-12 4 TC 32-0-0 9-8-12 18-7-4 HO 1-5-0 HO 4-11 A 4x5 B3x6 C 20G-MT2H-6x12 D 4x8 E 5x5 F 8x8 K 7x10 L 6x10 M 7x10 N8x8 P 5x5 Q4x6 R 3x6 S 5x6 T5x5 U8x10 V 4x5 SPL SPL S14x10 S2 6x10 SPL SPL W:508R: 460 U: 46 W:508R:2296 U: 75 W:308R:1992 U: 111 W:308R:2121 U: 77 W:508R: 971 U: 36 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT011 EngineeringJob Mark Quan 2 Type MAN4 Span 600400 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 553.3 LBS Scale: 0.116" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.66 2x 6 SP-#1 BC 0.89 2x 6 SP-#1 CW 0.87 2x 4 SPF-1650f-1.5E WB 0.61 2x 4 SPF-#2 -- 0.38 2x 4 SPF-STUD F -A M -K R -U Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 60- 4- 0 or 48.0" 0- 0- 0 60- 4- 0 BC 72.0" 0- 0- 0 60- 4- 0 Continuous Lateral Restraint req'd at mid-point of webs: F -M K -N N -L L -V E -Q S -U E -C Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- F 460 47 U 152 R K 2296 76 U E 1993 111 U S 2122 77 U D 971 37 U 302 R Jt Brg Size Required F 5.5" 1.5" K 5.5" 2.5" E 3.5" 2.1" S 3.5" 2.3" D 5.5" 5.5" Plus 6 Wind Load Case(s) Plus 7 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -M 0.52 44 T 0.00 0.52 M -N 0.58 393 T 0.05 0.53 N -V 0.53 477 C 0.00 0.53 V -B 0.33 189 T 0.01 0.32 C -Q 0.61 333 T 0.00 0.61 Q -T 0.56 478 T 0.00 0.56 T -U 0.64 650 T 0.05 0.59 U -D 0.66 1239 C 0.00 0.66 --------Bottom Chords--------- F -K 0.72 127 T 0.00 0.72 K -S2 0.89 667 T 0.02 0.87 S2-L 0.89 667 T 0.02 0.87 L -E 0.48 323 C 0.00 0.48 E -S1 0.50 447 C 0.00 0.50 S1-P 0.50 447 C 0.00 0.50 P -S 0.30 643 C 0.00 0.30 S -R 0.40 1213 T 0.13 0.27 R -D 0.66 1213 T 0.13 0.53 ----------Chord-Webs---------- E -C 0.65 1665 C 0.25 0.40 C -B 0.87 362 C 0.00 0.87 -------------Webs------------- F -A 0.08 387 C WindLd F -M 0.05 139 C 1 Br M -K 0.38 796 C K -N 0.58 1524 C 1 Br N -L 0.15 283 C 1 Br L -V 0.21 498 C 1 Br V -C 0.31 519 C L -C 0.30 1232 T E -Q 0.16 267 C 1 Br P -Q 0.52 833 C P -T 0.27 1113 T S -T 0.61 1162 C S -U 0.57 2069 C 1 Br R -U 0.19 449 T TL Defl -0.71" in K -L L/342 LL Defl -0.36" in K -L L/671 Shear // Grain in D -D 1.00 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.24 M MT20 7.0x10.0-0.3 0.8 0.90 N MT20 8.0x 8.0 1.3-3.8 0.83 V MT20 4.0x 5.0 1.5-0.1 0.26 B MT20 3.0x 6.0 Ctr Ctr 0.55 C MT2H 6.0x12.0-0.2-0.3 0.96 Q MT20 4.0x 6.0 Ctr Ctr 0.31 T MT20 5.0x 5.0 Ctr Ctr 0.80 U MT20 8.0x10.0-1.3-3.8 0.83 D MT20 4.0x 8.0-0.4-1.5 0.50 F MT20 8.0x 8.0 0.5 Ctr 0.12 K MT20 7.0x10.0 Ctr-0.8 0.73 S2 MT20 6.0x10.0 Ctr 0.2 0.77 L MT20 6.0x10.0 Ctr Ctr 0.48 E MT20 5.0x 5.0 Ctr Ctr 1.00 S1 MT20 4.0x10.0 Ctr Ctr 0.45 P MT20 5.0x 5.0 Ctr Ctr 0.76 S MT20 5.0x 6.0 Ctr Ctr 0.81 R MT20 3.0x 6.0 Ctr Ctr 0.23 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 CAUTION: Use extra care during fabrication, shipping, handling and erection of this truss. Temporary and permanent bracing are req'd and are designed by others. Seek advice of registered engineer. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2069 Lbs Max tens. force 1232 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. This truss has a span 60-0-0 or greater, and has been designed based on informa- tion furnished to MiTek Industries, Inc. by the truss fabricator. Please refer to the accompanying letter for further information. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:38 PM Page 1 Designer: Doug Thompson BC 11-2-12 20-7-8 28-5-12 60-4-0 11-11-12 4 TC 32-0-0 9-8-12 18-7-4 HO 1-5-0 HO 4-11 A4x5 B 3x6 C20G-MT2H-8x14 D4x8 E5x5F8x8K7x10L6x10 M7x10 N 8x8 P5x5 Q 5x5 R3x6S5x6 T 5x5 U 7x10 V4x5 SPL SPL S1 4x10 S25x10 SPL SPL W:508 R: 431 U: 43 W:508 R:2058 U: 59 W:308 R:3837 U: 192 W:508 R:1429 U: 52 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT011A EngineeringJob Mark Quan 1 Type MAN4 Span 600400 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 553.3 LBS Scale: 0.116" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.70 2x 6 SP-#1 BC 0.99 2x 6 SP-#1 CW 0.74 2x 4 SP-2250f-1.9E WB 0.70 2x 4 SPF-1650f-1.5E -- 0.39 2x 4 SPF-STUD F -A M -K R -U -- 0.58 2x 4 SPF-#2 F -M K -N N -L L -V V -C L -C P -Q P -T S -T S -U Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 60- 4- 0 or 36.0" 0- 0- 0 60- 4- 0 BC 72.0" 0- 0- 0 60- 4- 0 Continuous Lateral Restraint req'd at mid-point of webs: F -M K -N N -L L -V S -U Continuous Lateral Restraints req'd at third-points of webs E -Q E -C Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- F 432 44 U 152 R K 2058 59 U E 3838 193 U D 1429 53 U 302 R Jt Brg Size Required F 5.5" 1.5" K 5.5" 2.3" E 3.5" 4.1" ** D 5.5" 5.5" Plus 6 Wind Load Case(s) Plus 7 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -M 0.52 44 T 0.00 0.52 M -N 0.60 594 T 0.07 0.53 N -V 0.53 810 T 0.00 0.53 V -B 0.33 223 T 0.01 0.32 C -Q 0.68 1589 T 0.09 0.59 Q -T 0.57 502 C 0.00 0.57 T -U 0.58 789 C 0.00 0.58 U -D 0.70 2678 C 0.04 0.66 --------Bottom Chords--------- F -K 0.79 198 C 0.00 0.79 K -S2 0.87 442 C 0.00 0.87 S2-L 0.87 442 C 0.00 0.87 L -E 0.99 1514 C 0.67 0.32 E -S1 0.52 630 T 0.03 0.49 S1-P 0.52 630 T 0.03 0.49 P -S 0.34 726 T 0.03 0.31 S -R 0.55 2577 T 0.28 0.27 R -D 0.81 2577 T 0.28 0.53 ----------Chord-Webs---------- E -C 0.71 2452 C 0.36 0.35 C -B 0.74 365 C 0.00 0.74 -------------Webs------------- F -A 0.08 387 C WindLd F -M 0.05 218 T 1 Br M -K 0.39 808 C K -N 0.46 1192 C 1 Br N -L 0.33 597 C 1 Br L -V 0.33 787 C 1 Br V -C 0.16 671 T L -C 0.44 1795 T E -Q 0.70 2251 C 2 Br P -Q 0.33 1384 T P -T 0.57 1029 C S -T 0.20 830 T S -U 0.58 2120 C 1 Br R -U 0.19 459 T TL Defl -0.71" in K -L L/342 LL Defl -0.36" in K -L L/672 Shear // Grain in D -D 1.00 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 4.0x 5.0 0.2 Ctr 0.24 M MT20 7.0x10.0-0.3 0.8 0.92 N MT20 8.0x 8.0 1.3-3.8 0.80 V MT20 4.0x 5.0 1.5-0.1 0.40 B MT20 3.0x 6.0 Ctr Ctr 0.55 C MT2H 8.0x14.0-0.6-1.2 0.78 Q MT20 5.0x 5.0 Ctr Ctr 0.93 T MT20 5.0x 5.0 Ctr Ctr 0.56 U MT20 7.0x10.0-2.1-3.6 0.99 D MT20 4.0x 8.0-0.4-1.5 1.00 F MT20 8.0x 8.0 0.5 Ctr 0.12 K MT20 7.0x10.0 Ctr-0.8 0.74 S2 MT20 5.0x10.0 Ctr Ctr 0.89 L MT20 6.0x10.0 Ctr Ctr 0.71 E MT20 5.0x 5.0 Ctr 0.5 0.93 S1 MT20 4.0x10.0 Ctr Ctr 0.45 P MT20 5.0x 5.0 Ctr Ctr 0.84 S MT20 5.0x 6.0 Ctr Ctr 0.83 R MT20 3.0x 6.0 Ctr Ctr 0.23 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 CAUTION: Use extra care during fabrication, shipping, handling and erection of this truss. Temporary and permanent bracing are req'd and are designed by others. Seek advice of registered engineer. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Upwnd ridge dist = 25.0 ft Max comp. force 2678 Lbs Max tens. force 2577 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. This truss has a span 60-0-0 or greater, and has been designed based on informa- tion furnished to MiTek Industries, Inc. by the truss fabricator. Please refer to the accompanying letter for further information. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:39 PM Page 1 Designer: Doug Thompson BC 11-3-8 11-3-8 4-1-14 4 TC 11-3-8 HO 4-1-14 HO 4-11 A 2x4 B C 3x4 D 2x4 E 2x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K2x4 L 2x4 M 2x4 N2x4 ALL PLATES ARE MT2020 JOB1403208 AT011G EngineeringJob Mark Quan 1 Type MONO Span 110308 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 69.2 LBS Scale: 0.428" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.19 2x 4 SPF-#2 BC 0.20 2x 4 SPF-#2 WB 0.17 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 3- 8 or 48.0" 0- 0- 0 11- 3- 8 BC 72.0" 0- 0- 0 11- 3- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- I 1299 69 U 103 R Jt Brg Size Required I 135.5" 0"-to- 136" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -J 0.07 22 T 0.01 0.06 J -K 0.19 31 C 0.00 0.19 K -L 0.18 42 C 0.00 0.18 L -M 0.18 51 C 0.00 0.18 M -N 0.18 60 C 0.00 0.18 N -C 0.18 81 C 0.00 0.18 --------Bottom Chords--------- D -I 0.08 0 T 0.00 0.08 I -H 0.20 0 T 0.00 0.20 H -G 0.20 0 T 0.00 0.20 G -F 0.20 0 T 0.00 0.20 F -E 0.19 0 T 0.00 0.19 E -C 0.16 13 T 0.00 0.16 -------------Webs------------- D -A 0.09 326 C 0.01 0.08 I -J 0.10 303 C 0.00 0.10 H -K 0.11 339 C 0.00 0.11 G -L 0.12 339 C 0.00 0.12 F -M 0.13 341 C 0.00 0.13 E -N 0.17 347 C 0.00 0.17 TL Defl 0.00" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in N -C 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.69 J MT20 2.0x 4.0 Ctr Ctr 0.13 K MT20 2.0x 4.0 Ctr Ctr 0.13 L MT20 2.0x 4.0 Ctr Ctr 0.13 M MT20 2.0x 4.0 Ctr Ctr 0.14 N MT20 2.0x 4.0 Ctr Ctr 0.14 C MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.81 I MT20 2.0x 4.0 Ctr Ctr 0.12 H MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 2.0x 4.0 Ctr Ctr 0.12 F MT20 2.0x 4.0 Ctr Ctr 0.12 E MT20 2.0x 4.0 Ctr Ctr 0.13 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 347 Lbs Max tens. force 39 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:39 PM Page 1 Designer: Doug Thompson BC 11-2-12 20-7-8 17-2-4 49-0-8 11-7-3 4 TC 100832-0-0 17-0-8 HO 1-5-0 HO 1-6-0 A 7x8 B 2x4 C 20G-MT2H-6x12 D 7x8 E 3x6F 5x6 P 4x5 Q 4x10 R 4x5 S3x6 T 7x8 U 7x8 V 4x5 W 4x5 S1 4x8 S2 4x8 SPL SPL W:508 R: 494U: 56 W:508 R:2002U: 71 W:308 R:2760U: 146 W:508 R: 960U: 33 EXCEPT AS SHOWN ALL PLATES ARE MT2020 JOB1403208 AT012 EngineeringJob Mark Quan 5 Type MAN4 Span 490008 P1-H1 4 Left OH 0 Right OH 10- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 456.4 LBS Scale: 0.134" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.75 2x 6 SP-#1 BC 0.89 2x 6 SP-#1 CW 0.87 2x 4 SP-2250f-1.9E WB 0.93 2x 4 SPF-#2 -- 0.36 2x 4 SPF-STUD A -S T -P V -W E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 49- 0- 8 or 48.0" 0- 0- 0 49- 0- 8 BC 72.0" 0- 0- 0 49- 0- 8 Continuous Lateral Restraint req'd at mid-point of webs: A -T P -U U -Q Q -R F -W F -C Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 495 57 U 189 R P 2003 71 U F 2760 146 U E 961 33 U 335 R Jt Brg Size Required A 5.5" 1.5" P 5.5" 2.2" F 3.5" 2.9" E 5.5" 1.5" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 49.0' BC V 15 20 0.0' 49.0' TC V 0 82 32.0' 0 0 40.5' Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- S -T 0.52 45 T 0.00 0.52 T -U 0.48 318 T 0.02 0.46 U -R 0.47 476 C 0.00 0.47 R -B 0.33 67 T 0.00 0.33 C -W 0.75 519 T 0.03 0.72 W -D 0.59 1282 C 0.00 0.59 --------Bottom Chords--------- A -P 0.72 189 T 0.00 0.72 P -S1 0.89 531 T 0.02 0.87 S1-Q 0.89 531 T 0.02 0.87 Q -S2 0.48 539 C 0.00 0.48 S2-F 0.48 539 C 0.00 0.48 F -V 0.58 1253 T 0.05 0.53 V -E 0.42 324 T 0.00 0.42 ----------Chord-Webs---------- F -C 0.87 1973 C 0.23 0.64 C -B 0.54 351 C 0.00 0.54 -------------Webs------------- A -S 0.08 387 C WindLd A -T 0.08 208 C 1 Br T -P 0.36 750 C P -U 0.45 1184 C 1 Br U -Q 0.12 218 C 1 Br Q -R 0.16 393 C 1 Br R -C 0.38 536 C Q -C 0.27 1133 T F -W 0.93 1861 C 1 Br V -W 0.14 348 T V -D 0.31 1267 T E -D 0.18 858 C WindLd TL Defl -0.62" in P -Q L/394 LL Defl -0.33" in P -Q L/737 Shear // Grain in C -W 0.56 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI S MT20 3.0x 6.0 Ctr Ctr 0.34 T MT20 7.0x 8.0-0.3 0.8 0.98 U MT20 7.0x 8.0-0.3 0.8 0.78 R MT20 4.0x 5.0 0.9-0.4 0.33 B MT20 2.0x 4.0 Ctr Ctr 0.82 C MT2H 6.0x12.0-0.1-0.4 1.00 W MT20 4.0x 5.0 Ctr Ctr 0.88 D MT20 7.0x 8.0-0.3 0.1 0.32 A MT20 7.0x 8.0 0.5 Ctr 0.13 P MT20 4.0x 5.0 Ctr Ctr 0.60 S1 MT20 4.0x 8.0 Ctr Ctr 1.00 Q MT20 4.0x10.0 Ctr Ctr 0.62 S2 MT20 4.0x 8.0 Ctr Ctr 0.49 F MT20 5.0x 6.0 Ctr Ctr 0.83 V MT20 4.0x 5.0 1.7 0.1 0.72 E MT20 3.0x 6.0 Ctr Ctr 0.47 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req'd Max comp. force 1973 Lbs Max tens. force 1267 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:40 PM Page 1 Designer: Doug Thompson BC 11-0-0 11-0-0 5-1-0 4 TC 11-0-0 HO 1-5-0 HO 5-1-0 A 2x4 B2x4 C2x4 D G2x4 H2x4I2x4J2x4K2x4L2x4 M 2x4 N 2x4 O 2x4 P 2x4 Q2x4 ALL PLATES ARE MT2020 JOB1403208 AT012G EngineeringJob Mark Quan 1 Type MONO Span 110000 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 80.1 LBS Scale: 0.379" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.19 2x 4 SPF-#2 BC 0.24 2x 4 SPF-#2 WB 0.18 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 0- 0 or 48.0" 0- 0- 0 11- 0- 0 BC 120.0" 0- 0- 0 11- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1265 67 U 127 R Jt Brg Size Required A 132.0" 0"-to- 132" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- G -M 0.16 35 C 0.00 0.16 M -N 0.18 47 C 0.00 0.18 N -O 0.19 47 C 0.00 0.19 O -P 0.19 42 C 0.00 0.19 P -Q 0.19 34 C 0.00 0.19 Q -B 0.08 27 T 0.01 0.07 --------Bottom Chords--------- A -L 0.20 0 T 0.00 0.20 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.24 0 T 0.00 0.24 I -H 0.23 0 T 0.00 0.23 H -C 0.09 0 T 0.00 0.09 -------------Webs------------- A -G 0.18 335 C 0.00 0.18 L -M 0.15 341 C 0.00 0.15 K -N 0.12 338 C 0.00 0.12 J -O 0.11 336 C 0.00 0.11 I -P 0.10 336 C 0.00 0.10 H -Q 0.11 300 C 0.01 0.10 C -B 0.11 326 C 0.03 0.08 TL Defl 0.00" in H -C L/999 LL Defl 0.00" in H -C L/999 Shear // Grain in H -C 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI G MT20 2.0x 4.0 Ctr Ctr 0.93 M MT20 2.0x 4.0 Ctr Ctr 0.22 N MT20 2.0x 4.0 Ctr Ctr 0.21 O MT20 2.0x 4.0 Ctr Ctr 0.21 P MT20 2.0x 4.0 Ctr Ctr 0.21 Q MT20 2.0x 4.0 Ctr Ctr 0.19 B MT20 2.0x 4.0 Ctr Ctr 0.78 A MT20 2.0x 4.0 Ctr Ctr 0.88 L MT20 2.0x 4.0 Ctr Ctr 0.19 K MT20 2.0x 4.0 Ctr Ctr 0.19 J MT20 2.0x 4.0 Ctr Ctr 0.19 I MT20 2.0x 4.0 Ctr Ctr 0.19 H MT20 2.0x 4.0 Ctr Ctr 0.17 C MT20 2.0x 4.0 Ctr Ctr 0.84 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 341 Lbs Max tens. force 95 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:41 PM Page 1 Designer: Doug Thompson BC 20-10-4 17-2-4 38-0-8 11-11-12 4 TC 100821-0-0 17-0-8 HO 5-1-0 HO 1-6-0 A3x4 B2x4 C 7x10 D6x6 E 3x4F 5x6 G6x6 H 4x10 I 4x5 J 4x5 K 4x5 L7x8 S1 4x8 SPL W:508R:1157 U: 75 W:308R:2689 U: 133 W:508R: 930 U: 30 ALL PLATES ARE MT2020 JOB1403208 AT013 EngineeringJob Mark Quan 1 Type MAN4 Span 380008 P1-H1 4 Left OH 0 Right OH 10- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 374.8 LBS Scale: 0.138" = 1' Online Plus -- Version 30.0.033 RUN DATE: 03-DEC-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.67 2x 6 SP-#1 BC 0.64 2x 6 SP-#1 -- 0.61 2x 6 SP-2400f-2.0E G -S1 CW 0.79 2x 4 SP-2250f-1.9E WB 0.83 2x 4 SPF-#2 -- 0.16 2x 4 SPF-STUD G -A J -K -- 0.05 2x 6 SP-#1 E -D Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 38- 0- 8 or 48.0" 0- 0- 0 38- 0- 8 BC 72.0" 0- 0- 0 38- 0- 8 Continuous Lateral Restraint req'd at mid-point of webs: G -L L -H H -I F -K F -C Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- G 1158 76 U 241 R F 2689 134 U E 931 31 U 326 R Jt Brg Size Required G 5.5" 1.5" F 3.5" 2.9" E 5.5" 1.5" LC# 1 Snow Loading Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 24 56 0.0' 38.0' BC V 15 20 0.0' 38.0' TC V 0 64 21.0' 0 0 27.6' Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -L 0.34 68 T 0.00 0.34 L -I 0.47 583 C 0.00 0.47 I -B 0.34 58 T 0.00 0.34 C -K 0.67 441 T 0.03 0.64 K -D 0.53 1181 C 0.00 0.53 --------Bottom Chords--------- G -H 0.61 687 T 0.01 0.60 H -S1 0.36 451 C 0.00 0.36 S1-F 0.64 451 C 0.00 0.64 F -J 0.58 1154 T 0.05 0.53 J -E 0.42 315 T 0.00 0.42 ----------Chord-Webs---------- F -C 0.79 1985 C 0.24 0.55 C -B 0.48 351 C 0.00 0.48 -------------Webs------------- G -A 0.16 362 C WindLd G -L 0.39 1019 C 1 Br L -H 0.14 253 C 1 Br H -I 0.13 318 C 1 Br I -C 0.48 652 C H -C 0.29 1220 T F -K 0.83 1666 C 1 Br J -K 0.14 344 T J -D 0.28 1168 T E -D 0.05 830 C WindLd TL Defl -0.57" in G -H L/427 LL Defl -0.33" in G -H L/743 Shear // Grain in C -K 0.45 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.40 L MT20 7.0x 8.0-0.3 0.8 0.74 I MT20 4.0x 5.0 Ctr Ctr 0.35 B MT20 2.0x 4.0 Ctr Ctr 0.82 C MT20 7.0x10.0-0.2-0.7 0.91 K MT20 4.0x 5.0 Ctr Ctr 0.79 D MT20 6.0x 6.0 Ctr Ctr 0.74 G MT20 6.0x 6.0 Ctr Ctr 0.29 H MT20 4.0x10.0 Ctr Ctr 0.66 S1 MT20 4.0x 8.0 Ctr Ctr 0.67 F MT20 5.0x 6.0 Ctr Ctr 0.84 J MT20 4.0x 5.0 1.2 Ctr 0.84 E MT20 3.0x 4.0 Ctr Ctr 0.74 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal snow loads checked Par-to-ridge not req'd Max comp. force 1985 Lbs Max tens. force 1220 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:41 PM Page 1 Designer: Doug Thompson BC 17-5-8 17-5-8 7-3-13 4 TC 100817-5-8 HO 7-3-13 HO 1-6-0 A 3x4 B C2x4 D2x4E 3x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 2x4 M 2x4 N 2x4 O2x4 P 2x4 Q2x4 R2x4 S 2x4 T 2x4 U2x4 ALL PLATES ARE MT2020 JOB1403208 AT013G EngineeringJob Mark Quan 1 Type MONO Span 170508 P1-H1 4 Left OH 0 Right OH 10- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 138.9 LBS Scale: 0.257" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.23 2x 4 SPF-#2 BC 0.28 2x 4 SPF-#2 WB 0.17 2x 4 SPF-#2 -- 0.13 2x 4 SPF-STUD K -P J -Q I -R H -S G -T F -U D -C Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 17- 5- 8 or 48.0" 0- 0- 0 17- 5- 8 BC 120.0" 0- 0- 0 17- 5- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- E 2081 114 U 190 R Jt Brg Size Required E 209.5" 0"-to- 210" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -N 0.23 41 C 0.00 0.23 N -O 0.20 59 C 0.01 0.19 O -P 0.20 67 C 0.01 0.19 P -Q 0.20 76 C 0.01 0.19 Q -R 0.20 83 C 0.01 0.19 R -S 0.19 88 C 0.00 0.19 S -T 0.18 89 C 0.00 0.18 T -U 0.18 81 C 0.00 0.18 U -C 0.06 57 C 0.00 0.06 --------Bottom Chords--------- E -M 0.28 0 T 0.00 0.28 M -L 0.24 0 T 0.00 0.24 L -K 0.24 0 T 0.00 0.24 K -J 0.24 0 T 0.00 0.24 J -I 0.24 0 T 0.00 0.24 I -H 0.24 0 T 0.00 0.24 H -G 0.23 0 T 0.00 0.23 G -F 0.23 0 T 0.00 0.23 F -D 0.08 0 T 0.00 0.08 -------------Webs------------- E -A 0.17 342 C 0.13 0.04 M -N 0.11 342 C 0.04 0.07 L -O 0.06 331 C 0.01 0.05 K -P 0.10 331 C 0.01 0.09 J -Q 0.10 333 C 0.01 0.09 I -R 0.10 335 C 0.00 0.10 H -S 0.11 337 C 0.00 0.11 G -T 0.13 340 C 0.00 0.13 F -U 0.12 320 C 0.00 0.12 D -C 0.10 328 C 0.00 0.10 TL Defl 0.00" in E -M L/999 LL Defl 0.00" in F -D L/999 Shear // Grain in A -N 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.76 N MT20 2.0x 4.0 Ctr Ctr 0.48 O MT20 2.0x 4.0 Ctr Ctr 0.39 P MT20 2.0x 4.0 Ctr Ctr 0.47 Q MT20 2.0x 4.0 Ctr Ctr 0.40 R MT20 2.0x 4.0 Ctr Ctr 0.37 S MT20 2.0x 4.0 Ctr Ctr 0.37 T MT20 2.0x 4.0 Ctr Ctr 0.48 U MT20 2.0x 4.0 Ctr Ctr 0.48 C MT20 2.0x 4.0 Ctr Ctr 0.69 E MT20 3.0x 4.0 Ctr Ctr 0.68 M MT20 2.0x 4.0 Ctr Ctr 0.48 L MT20 2.0x 4.0 Ctr Ctr 0.47 K MT20 2.0x 4.0 Ctr Ctr 0.47 J MT20 2.0x 4.0 Ctr Ctr 0.47 I MT20 2.0x 4.0 Ctr Ctr 0.47 H MT20 2.0x 4.0 Ctr Ctr 0.47 G MT20 2.0x 4.0 Ctr Ctr 0.48 F MT20 2.0x 4.0 Ctr Ctr 0.48 D MT20 2.0x 4.0 Ctr Ctr 0.79 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 342 Lbs Max tens. force 50 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:42 PM Page 1 Designer: Doug Thompson BC 21-0-8 21-0-8 11-11-12 4 TC 10408100021-0-8 HO 5-1-0 HO 12-1-2 B 3x4 C 4x5 L 2x4 M 4x5 N 6x10 O 6x8 P 4x6 SPL SPL W:508 R:1321 U: 39 W:508 R:1283 U: 106 ALL PLATES ARE MT2020 JOB1403208 AT014 EngineeringJob Mark Quan 1 Type MON1 Span 210008 P1-H1 4 Left OH 1- 4- 8 Right OH 10- 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 242.8 LBS Scale: 0.163" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.47 2x 6 SP-#1 BC 0.63 2x 6 SP-#1 -- 0.63 2x 6 SP-2400f-2.0E M -N WB 0.68 2x 4 SPF-#2 -- 0.18 2x 4 SPF-STUD M -L -- 0.14 2x 6 SP-#2 C -B Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 0- 8 or 48.0" 0- 0- 0 21- 0- 8 BC 120.0" 0- 0- 0 21- 0- 8 Continuous Lateral Restraint req'd at mid-point of webs: M -O O -N P -C C -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- M 1321 40 U 176 R C 1284 107 U 309 R Jt Brg Size Required M 5.5" 1.5" C 5.5" 1.5" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- L -O 0.35 68 T 0.00 0.35 O -P 0.47 657 C 0.00 0.47 P -B 0.30 84 C 0.00 0.30 --------Bottom Chords--------- M -N 0.63 730 T 0.01 0.62 N -C 0.63 623 T 0.03 0.60 -------------Webs------------- M -L 0.18 403 C WindLd M -O 0.41 1080 C 1 Br O -N 0.11 200 C 1 Br N -P 0.14 605 T P -C 0.68 1223 C 1 Br C -B 0.14 388 C WindLd 1 Br TL Defl -0.59" in M -N L/412 LL Defl -0.34" in M -N L/720 Shear // Grain in O -P 0.30 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI L MT20 2.0x 4.0 Ctr Ctr 0.97 O MT20 6.0x 8.0-0.4 1.2 0.72 P MT20 4.0x 6.0 0.5-0.9 0.83 B MT20 3.0x 4.0 Ctr Ctr 0.59 M MT20 4.0x 5.0 Ctr Ctr 0.56 N MT20 6.0x10.0 Ctr-1.2 0.92 C MT20 4.0x 5.0 Ctr Ctr 0.69 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 1223 Lbs Max tens. force 730 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:42 PM Page 1 Designer: Doug Thompson BC 21-0-8 21-0-8 11-11-12 4 TC 10408100021-0-8 HO 5-1-0 HO 12-1-2 B4x5 C4x4 L 3x4 M3x6 N 2x4 O 2x4 P 6x6 Q 2x4 R 2x4 S 2x4 T 2x4 U 2x4 V 2x4 W 2x4 X 2x4 Y 2x4 Z 2x4 AA 2x4 BB2x4 CC 2x4 DD 2x4 EE 2x4 FF 2x4 GG 2x4 SPL S1 4x5 ALL PLATES ARE MT2020 JOB1403208 AT014G EngineeringJob Mark Quan 1 Type MON1 Span 210008 P1-H1 4 Left OH 1- 4- 8 Right OH 10- 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 311.1 LBS Scale: 0.171" = 1' Online Plus -- Version 30.0.033 RUN DATE: 05-NOV-14 Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.10 2x 6 SP-#1 BC 0.16 2x 6 SP-#1 -- 0.07 2x 6 SP-2400f-2.0E M -P WB 0.53 2x 4 SPF-#2 -- 0.43 2x 4 SPF-STUD M -L FF-GG -- 0.22 2x 6 SP-#2 C -B Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 21- 0- 8 or 48.0" 0- 0- 0 21- 0- 8 BC 120.0" 0- 0- 0 21- 0- 8 Continuous Lateral Restraint req'd at mid-point of webs: R -AA Q -BB P -CC O -DD N -EE C -B Attach CLR with (2)-10d nails at each web. Refer to BCSI for diagonal restraint requirements. psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- FF 2605 146 U 309 R Jt Brg Size Required FF 252.5" 0"-to- 253" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- L -GG 0.03 40 C 0.00 0.03 GG-W 0.08 58 C 0.00 0.08 W -X 0.08 73 C 0.00 0.08 X -S1 0.06 85 C 0.00 0.06 S1-Y 0.06 80 C 0.00 0.06 Y -Z 0.08 88 C 0.00 0.08 Z -AA 0.08 89 C 0.00 0.08 AA-BB 0.08 87 C 0.00 0.08 BB-CC 0.08 83 C 0.00 0.08 CC-DD 0.08 79 C 0.00 0.08 DD-EE 0.08 79 T 0.00 0.08 EE-B 0.10 63 T 0.00 0.10 --------Bottom Chords--------- M -FF 0.04 0 T 0.00 0.04 FF-V 0.07 0 T 0.00 0.07 V -U 0.07 0 T 0.00 0.07 U -T 0.07 0 T 0.00 0.07 T -S 0.07 0 T 0.00 0.07 S -R 0.07 0 T 0.00 0.07 R -Q 0.07 0 T 0.00 0.07 Q -P 0.07 0 T 0.00 0.07 P -O 0.12 0 T 0.00 0.12 O -N 0.13 0 T 0.00 0.13 N -C 0.16 0 T 0.00 0.16 -------------Webs------------- M -L 0.43 346 C 0.00 0.43 FF-GG 0.31 265 C 0.01 0.30 V -W 0.16 308 C 0.00 0.16 U -X 0.13 303 C 0.00 0.13 T -Y 0.10 300 C 0.00 0.10 S -Z 0.13 297 C 0.13 0.00 R -AA 0.18 294 C 0.18 0.00 Q -BB 0.25 291 C 0.25 0.00 P -CC 0.33 288 C 0.33 0.00 O -DD 0.43 287 C 0.43 0.00 N -EE 0.53 278 C 0.53 0.00 C -B 0.22 363 C 0.01 0.21 TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 Shear // Grain in C -C 0.27 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI L MT20 3.0x 4.0 Ctr Ctr 0.73 GG MT20 2.0x 4.0 Ctr Ctr 0.31 W MT20 2.0x 4.0 Ctr Ctr 0.30 X MT20 2.0x 4.0 Ctr Ctr 0.32 S1 MT20 4.0x 5.0 Ctr Ctr 0.45 Y MT20 2.0x 4.0 Ctr Ctr 0.32 Z MT20 2.0x 4.0 Ctr Ctr 0.30 AA MT20 2.0x 4.0 Ctr Ctr 0.30 BB MT20 2.0x 4.0 Ctr Ctr 0.30 CC MT20 2.0x 4.0 Ctr Ctr 0.30 DD MT20 2.0x 4.0 Ctr Ctr 0.33 EE MT20 2.0x 4.0 Ctr Ctr 0.30 B MT20 4.0x 5.0 Ctr Ctr 0.95 M MT20 3.0x 6.0 Ctr Ctr 0.92 FF MT20 2.0x 4.0 Ctr Ctr 0.34 V MT20 2.0x 4.0 Ctr Ctr 0.34 U MT20 2.0x 4.0 Ctr Ctr 0.34 T MT20 2.0x 4.0 Ctr Ctr 0.34 S MT20 2.0x 4.0 Ctr Ctr 0.34 R MT20 2.0x 4.0 Ctr Ctr 0.34 Q MT20 2.0x 4.0 Ctr Ctr 0.34 P MT20 6.0x 6.0 Ctr-1.2 0.43 O MT20 2.0x 4.0 Ctr Ctr 0.34 N MT20 2.0x 4.0 Ctr Ctr 0.34 C MT20 4.0x 4.0 Ctr Ctr 0.87 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 363 Lbs Max tens. force 112 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:43 PM Page 1 Designer: Doug Thompson BC 12-3-4 12-3-4 6-0-7 TC 12-3-4 HO 6-0-7 HO 6-0-7 A 2x4 B 2x4 C 5x5 D 5x6 E 3x8 F 3x8 G 5x8 H 4x6 W:308R:5344 U: 301 W:508 R:5344 U: 301 ALL PLATES ARE MT2020 JOB1403208 FG01 EngineeringJob Mark Quan 1*2P Type FLAT Span 120304 P1-H1 60007 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 134.5 LBS Scale: 0.326" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 *************** * 2-Ply Truss * *************** Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.30 2x 4 SPF-#2 BC 0.66 2x 6 SP-#1 WB 0.84 2x 4 SPF-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 3- 4 or 48.0" 0- 0- 0 12- 3- 4 BC 120.0" 0- 0- 0 12- 3- 4 psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 12.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 5344 302 U 71 R C 5344 302 U 71 R Jt Brg Size Required D 3.5" 1.5" C 5.5" 2.1" LC# 1 Girder & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 12 28 0.0' 12.3' BC V 290 561 0.0' 12.3' Plus 6 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.30 27 C 0.00 0.30 G -H 0.28 2721 C 0.00 0.28 H -B 0.29 27 C 0.00 0.29 --------Bottom Chords--------- D -F 0.66 2694 T 0.16 0.50 F -E 0.64 2694 T 0.16 0.48 E -C 0.64 2721 T 0.16 0.48 -------------Webs------------- D -A 0.04 337 C WindLd D -G 0.83 4713 C F -G 0.45 3670 T G -E 0.01 133 T E -H 0.45 3725 T H -C 0.84 4761 C C -B 0.04 334 C WindLd TL Defl -0.08" in F -E L/999 LL Defl -0.05" in D -F L/999 Shear // Grain in E -C 0.89 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 5.0x 8.0-1.0 Ctr 0.79 H MT20 4.0x 6.0 Ctr-0.5 0.94 B MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 5.0x 6.0 Ctr Ctr 0.94 F MT20 3.0x 8.0 Ctr-0.8 0.71 E MT20 3.0x 8.0 0.5-0.8 0.80 C MT20 5.0x 5.0 Ctr Ctr 0.90 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Girder Common Loading BC Span 30- 0- 0 2 COMPLETE TRUSSES REQUIRED. Fasten plies together in staggered pattern. Connector Rows Spacing TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 2 6.5 in WB 10d Gun Nails 1 8.0 in Web Connection Exception -- Space connectors for the following webs- D -G 1 rows @ 4.0" o.c. H -C 1 rows @ 4.0" o.c. 10d gun nails (0.131"x3") must be installed as noted above, as each layer is applied. Provide drainage to prevent water ponding. Use properly rated hangers for loads framing into girder truss. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 4761 Lbs Max tens. force 3725 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:44 PM Page 1 Designer: Doug Thompson BC 12-2-12 12-2-12 7-0-1 TC 12-2-12 HO 7-0-1 HO 7-0-1 A2x4 B2x4 C 5x5 D 5x6 E3x8F3x8 G4x6 H5x8 W:308 R:5325U: 307 W:412 R:5325 U: 307 ALL PLATES ARE MT2020 JOB1403208 FG06 EngineeringJob Mark Quan 1*2P Type FLAT Span 120212 P1-H1 70001 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 146.2 LBS Scale: 0.288" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 *************** * 2-Ply Truss * *************** Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.30 2x 4 SPF-#2 BC 0.63 2x 6 SP-#1 WB 0.99 2x 4 SPF-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 2-12 or 48.0" 0- 0- 0 12- 2-12 BC 120.0" 0- 0- 0 12- 2-12 psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 12.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 5325 307 U 84 R C 5325 307 U 84 R Jt Brg Size Required D 3.5" 1.5" C 4.8" 1.8" LC# 1 Girder & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 12 28 0.0' 12.2' BC V 290 561 0.0' 12.2' Plus 6 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.29 31 C 0.00 0.29 G -H 0.28 2309 C 0.00 0.28 H -B 0.30 31 C 0.00 0.30 --------Bottom Chords--------- D -F 0.61 2309 T 0.13 0.48 F -E 0.61 2281 T 0.13 0.48 E -C 0.63 2281 T 0.13 0.50 -------------Webs------------- D -A 0.06 334 C WindLd D -G 0.99 4529 C F -G 0.45 3712 T F -H 0.02 130 T E -H 0.44 3646 T H -C 0.98 4474 C C -B 0.06 337 C WindLd TL Defl -0.09" in F -E L/999 LL Defl -0.05" in E -C L/999 Shear // Grain in D -F 0.89 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 4.0x 6.0 Ctr Ctr 0.85 H MT20 5.0x 8.0 0.5 Ctr 0.81 B MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 5.0x 6.0 Ctr Ctr 0.92 F MT20 3.0x 8.0-0.5-0.8 0.80 E MT20 3.0x 8.0 Ctr-0.8 0.71 C MT20 5.0x 5.0 Ctr Ctr 0.82 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Girder Common Loading BC Span 30- 0- 0 2 COMPLETE TRUSSES REQUIRED. Fasten plies together in staggered pattern. Connector Rows Spacing TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 2 6.5 in WB 10d Gun Nails 1 8.0 in Web Connection Exception -- Space connectors for the following webs- D -G 1 rows @ 4.0" o.c. H -C 1 rows @ 4.0" o.c. 10d gun nails (0.131"x3") must be installed as noted above, as each layer is applied. Provide drainage to prevent water ponding. Use properly rated hangers for loads framing into girder truss. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 4529 Lbs Max tens. force 3712 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:44 PM Page 1 Designer: Doug Thompson BC 12-3-8 12-3-8 7-0-1 TC 12-3-8 HO 7-0-1 HO 7-0-1 A 2x4 B 2x4 C 5x5 D 5x6 E3x8F3x8 G 4x6 H 5x8 W:308 R:5353 U: 308 W:508 R:5353 U: 308 ALL PLATES ARE MT2020 JOB1403208 FG08W EngineeringJob Mark Quan 1*2P Type FLAT Span 120308 P1-H1 70001 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 146.6 LBS Scale: 0.288" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 *************** * 2-Ply Truss * *************** Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.30 2x 4 SPF-#2 BC 0.63 2x 6 SP-#1 WB 1.00 2x 4 SPF-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 3- 8 or 48.0" 0- 0- 0 12- 3- 8 BC 120.0" 0- 0- 0 12- 3- 8 psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 12.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 5353 309 U 84 R C 5353 309 U 84 R Jt Brg Size Required D 3.5" 1.5" C 5.5" 2.1" LC# 1 Girder & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 12 28 0.0' 12.3' BC V 290 561 0.0' 12.3' Plus 6 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.29 31 C 0.00 0.29 G -H 0.28 2334 C 0.00 0.28 H -B 0.30 31 C 0.00 0.30 --------Bottom Chords--------- D -F 0.63 2334 T 0.14 0.49 F -E 0.62 2306 T 0.13 0.49 E -C 0.63 2306 T 0.13 0.50 -------------Webs------------- D -A 0.06 334 C WindLd D -G 1.00 4559 C F -G 0.45 3732 T F -H 0.02 130 T E -H 0.44 3667 T H -C 0.99 4504 C C -B 0.06 337 C WindLd TL Defl -0.09" in F -E L/999 LL Defl -0.05" in E -C L/999 Shear // Grain in D -F 0.90 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 4.0x 6.0 Ctr Ctr 0.86 H MT20 5.0x 8.0 0.5 Ctr 0.81 B MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 5.0x 6.0 Ctr Ctr 0.92 F MT20 3.0x 8.0-0.5-0.8 0.80 E MT20 3.0x 8.0 Ctr-0.8 0.71 C MT20 5.0x 5.0 Ctr Ctr 0.83 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Girder Common Loading BC Span 30- 0- 0 2 COMPLETE TRUSSES REQUIRED. Fasten plies together in staggered pattern. Connector Rows Spacing TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 2 6.5 in WB 10d Gun Nails 1 8.0 in Web Connection Exception -- Space connectors for the following webs- D -G 1 rows @ 4.0" o.c. H -C 1 rows @ 4.0" o.c. 10d gun nails (0.131"x3") must be installed as noted above, as each layer is applied. Provide drainage to prevent water ponding. Use properly rated hangers for loads framing into girder truss. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 4559 Lbs Max tens. force 3732 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:44 PM Page 1 Designer: Doug Thompson BC 12-3-8 12-3-8 6-0-7 TC 12-3-8 HO 6-0-7 HO 6-0-7 A 2x4 B 2x4 C5x5D5x6E3x8F3x8 G 4x6 H 5x8 W:308 R:5353U: 302 W:508 R:5353U: 302 ALL PLATES ARE MT2020 JOB1403208 FG08E EngineeringJob Mark Quan 1*2P Type FLAT Span 120308 P1-H1 60007 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 134.7 LBS Scale: 0.326" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 *************** * 2-Ply Truss * *************** Southern Pine lumber design values are those effective 06-01-13 by SPIB//ALSC UON CSI -Size- ----Lumber---- TC 0.30 2x 4 SPF-#2 BC 0.66 2x 6 SP-#1 WB 0.84 2x 4 SPF-#2 Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 3- 8 or 48.0" 0- 0- 0 12- 3- 8 BC 120.0" 0- 0- 0 12- 3- 8 psf-Ld Dead Live TC 12.0 20.0 BC 7.5 10.0 TC+BC 19.5 30.0 Total 49.5 Spacing 12.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Total Load Reactions (Lbs) Jt Down Uplift Horiz- D 5353 302 U 71 R C 5353 302 U 71 R Jt Brg Size Required D 3.5" 1.5" C 5.5" 2.1" LC# 1 Girder & Snow Load Dur Fctrs - Lbr 1.15 Plt 1.15 plf - Dead Live* From To TC V 12 28 0.0' 12.3' BC V 290 561 0.0' 12.3' Plus 6 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.29 27 C 0.00 0.29 G -H 0.28 2731 C 0.00 0.28 H -B 0.30 27 C 0.00 0.30 --------Bottom Chords--------- D -F 0.64 2731 T 0.16 0.48 F -E 0.64 2704 T 0.16 0.48 E -C 0.66 2704 T 0.16 0.50 -------------Webs------------- D -A 0.04 334 C WindLd D -G 0.84 4772 C F -G 0.45 3731 T F -H 0.01 133 T E -H 0.45 3677 T H -C 0.83 4724 C C -B 0.04 337 C WindLd TL Defl -0.09" in F -E L/999 LL Defl -0.05" in E -C L/999 Shear // Grain in D -F 0.90 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.12 G MT20 4.0x 6.0 Ctr-0.5 0.94 H MT20 5.0x 8.0 1.0 Ctr 0.79 B MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 5.0x 6.0 Ctr Ctr 0.94 F MT20 3.0x 8.0-0.5-0.8 0.80 E MT20 3.0x 8.0 Ctr-0.8 0.72 C MT20 5.0x 5.0 Ctr Ctr 0.89 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 Girder Common Loading BC Span 30- 0- 0 2 COMPLETE TRUSSES REQUIRED. Fasten plies together in staggered pattern. Connector Rows Spacing TC 10d Gun Nails 1 12.0 in BC 10d Gun Nails 2 6.5 in WB 10d Gun Nails 1 8.0 in Web Connection Exception -- Space connectors for the following webs- D -G 1 rows @ 4.0" o.c. H -C 1 rows @ 4.0" o.c. 10d gun nails (0.131"x3") must be installed as noted above, as each layer is applied. Provide drainage to prevent water ponding. Use properly rated hangers for loads framing into girder truss. This truss must be installed as shown. It cannot be installed upside-down. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 4772 Lbs Max tens. force 3731 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:44 PM Page 1 Designer: Doug Thompson BC 12-5-8 1-4-8 12-5-8 5-8-10 4 TC 1-4-8 13-10-0 HO 1-1-5 HO 5-3-2 A 3x4 B2x4 C2x4 D G3x4 H2x4I2x4J2x4K2x4L2x4 M 2x4 N2x4 O 2x4 P 2x4 Q 2x4 ALL PLATES ARE MT2020 JOB1403208 VEA EngineeringJob Mark Quan 3 Type MON1 Span 120508 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 88.9 LBS Scale: 0.377" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.25 2x 4 SPF-#2 WB 0.24 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 5- 8 or 48.0" 0- 0- 0 12- 5- 8 BC 120.0" 0- 0- 0 12- 5- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1664 98 U 132 R Jt Brg Size Required A 149.5" 0"-to- 150" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- G -M 0.20 53 C 0.00 0.20 M -N 0.18 57 C 0.00 0.18 N -O 0.18 56 C 0.00 0.18 O -P 0.19 50 C 0.00 0.19 P -Q 0.20 42 C 0.01 0.19 Q -B 0.17 30 C 0.00 0.17 --------Bottom Chords--------- A -L 0.25 0 T 0.00 0.25 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.24 0 T 0.00 0.24 I -H 0.24 0 T 0.00 0.24 H -C 0.22 0 T 0.00 0.22 -------------Webs------------- A -G 0.24 377 C 0.00 0.24 L -M 0.21 347 C 0.00 0.21 K -N 0.12 338 C 0.00 0.12 J -O 0.11 337 C 0.00 0.11 I -P 0.10 335 C 0.00 0.10 H -Q 0.10 333 C 0.01 0.09 C -B 0.14 379 C 0.05 0.09 TL Defl 0.00" in H -C L/999 LL Defl 0.00" in H -C L/999 Shear // Grain in G -M 0.31 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI G MT20 3.0x 4.0 Ctr Ctr 0.70 M MT20 2.0x 4.0 Ctr Ctr 0.22 N MT20 2.0x 4.0 Ctr Ctr 0.21 O MT20 2.0x 4.0 Ctr Ctr 0.21 P MT20 2.0x 4.0 Ctr Ctr 0.21 Q MT20 2.0x 4.0 Ctr Ctr 0.21 B MT20 2.0x 4.0 Ctr Ctr 0.81 A MT20 3.0x 4.0 Ctr Ctr 0.62 L MT20 2.0x 4.0 Ctr Ctr 0.19 K MT20 2.0x 4.0 Ctr Ctr 0.19 J MT20 2.0x 4.0 Ctr Ctr 0.19 I MT20 2.0x 4.0 Ctr Ctr 0.19 H MT20 2.0x 4.0 Ctr Ctr 0.19 C MT20 2.0x 4.0 Ctr Ctr 0.78 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 379 Lbs Max tens. force 107 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:45 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 12-5-8 1-4-8 12-5-8 5-0-14 10A 4 TC 13-10-0 HO 4-15 HO 4-7-6 A3x4 B3x6 C 3x6 D E 2x4 F 2x4 G 2x4 H2x4 ALL PLATES ARE MT2020 JOB1403208 VEB EngineeringJob Mark Quan 3 Type MON1 Span 120508 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 66.1 LBS Scale: 0.413" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.43 2x 4 SPF-#2 BC 0.45 2x 4 SPF-#2 WB 0.49 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 5- 8 or 48.0" 0- 0- 0 12- 5- 8 BC 72.0" 0- 0- 0 12- 5- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1548 87 U 115 R Jt Brg Size Required A 149.5" 0"-to- 150" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.41 113 C 0.00 0.41 G -H 0.36 58 C 0.00 0.36 H -B 0.43 35 C 0.00 0.43 --------Bottom Chords--------- A -F 0.42 6 T 0.00 0.42 F -E 0.43 0 T 0.00 0.43 E -C 0.45 0 T 0.00 0.45 -------------Webs------------- F -G 0.48 399 C 0.00 0.48 E -H 0.34 398 C 0.00 0.34 C -B 0.49 393 C 0.01 0.48 TL Defl 0.03" in F -E L/999 LL Defl 0.03" in F -E L/999 Shear // Grain in H -B 0.36 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 G MT20 2.0x 4.0 Ctr Ctr 0.25 H MT20 2.0x 4.0 Ctr Ctr 0.16 B MT20 3.0x 6.0 Ctr Ctr 0.85 F MT20 2.0x 4.0 Ctr Ctr 0.22 E MT20 2.0x 4.0 Ctr Ctr 0.14 C MT20 3.0x 6.0 Ctr Ctr 0.87 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 399 Lbs Max tens. force 79 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:45 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 11-8-4 11-8-4 3-10-12 4 TC 1-4-811-8-4 HO 3-10-12 A 3x4 B3x4 C2x4 D*2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VEC EngineeringJob Mark Quan 3 Type VSMO Span 110804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 56.2 LBS Scale: 0.477" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.49 2x 4 SPF-#2 BC 0.47 2x 4 SPF-#2 WB 0.18 2x 4 SPF-STUD GW 0.67 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 8- 4 or 48.0" 0- 0- 0 11- 8- 4 BC 120.0" 0- 0- 0 11- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1356 77 U 98 R Jt Brg Size Required A 140.2" -4"-to- 135" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.49 84 C 0.00 0.49 D -B 0.28 31 C 0.00 0.28 --------Bottom Chords--------- A -E 0.47 0 T 0.00 0.47 E -C 0.20 0 T 0.00 0.20 -------------Webs------------- C -B 0.18 389 C 0.00 0.18 ----------Gable Webs---------- E -D 0.67 414 C 0.00 0.67 TL Defl 0.10" in A -E L/999 LL Defl 0.10" in A -E L/999 Shear // Grain in A -D 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.64 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.69 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 414 Lbs Max tens. force 99 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:45 PM Page 1 Designer: Doug Thompson BC 9-8-4 9-8-4 3-2-12 4 TC 1-4-89-8-4 HO 3-2-12 A 2x4 B 3x4 C 2x4 D *2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VED EngineeringJob Mark Quan 3 Type VSMO Span 90804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 45.9 LBS Scale: 0.538" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.24 2x 4 SPF-#2 BC 0.23 2x 4 SPF-#2 WB 0.25 2x 4 SPF-STUD GW 0.31 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 8- 4 or 48.0" 0- 0- 0 9- 8- 4 BC 111.0" 0- 0- 0 9- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1126 65 U 79 R Jt Brg Size Required A 116.2" -4"-to- 111" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.24 55 C 0.00 0.24 D -B 0.21 35 C 0.00 0.21 --------Bottom Chords--------- A -E 0.23 0 T 0.00 0.23 E -C 0.11 0 T 0.00 0.11 -------------Webs------------- C -B 0.25 392 C 0.00 0.25 ----------Gable Webs---------- E -D 0.31 361 C 0.00 0.31 TL Defl 0.02" in A -E L/999 LL Defl 0.02" in A -E L/999 Shear // Grain in A -D 0.54 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.79 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.72 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 392 Lbs Max tens. force 81 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:45 PM Page 1 Designer: Doug Thompson BC 7-8-4 7-8-4 2-6-12 4 TC 1-4-87-8-4 HO 2-6-12 A 2x4 B3x4 C2x4 ALL PLATES ARE MT2020 JOB1403208 VEE EngineeringJob Mark Quan 3 Type VSMO Span 70804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 34.4 LBS Scale: 0.655" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.67 2x 4 SPF-#2 BC 0.66 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 8- 4 or 48.0" 0- 0- 0 7- 8- 4 BC 87.0" 0- 0- 0 7- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 896 52 U 61 R Jt Brg Size Required A 92.2" -4"-to- 87" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.67 30 C 0.00 0.67 --------Bottom Chords--------- A -C 0.66 0 T 0.00 0.66 -------------Webs------------- C -B 0.09 410 C WindLd TL Defl -0.07" in A -C L/999 LL Defl 0.07" in A -C L/999 Shear // Grain in A -B 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.63 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 410 Lbs Max tens. force 54 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:46 PM Page 1 Designer: Doug Thompson BC 5-8-4 5-8-4 1-10-12 4 TC 1-4-85-8-4 HO 1-10-12 A 2x4 B3x4 C2x4 ALL PLATES ARE MT2020 JOB1403208 VEF EngineeringJob Mark Quan 3 Type VSMO Span 50804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 25.4 LBS Scale: 0.756" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.35 2x 4 SPF-#2 BC 0.34 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 8- 4 or 48.0" 0- 0- 0 5- 8- 4 BC 63.0" 0- 0- 0 5- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 666 40 U 42 R Jt Brg Size Required A 68.2" -4"-to- 63" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.35 32 C 0.00 0.35 --------Bottom Chords--------- A -C 0.34 0 T 0.00 0.34 -------------Webs------------- C -B 0.08 397 C WindLd TL Defl 0.02" in A -C L/999 LL Defl 0.02" in A -C L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.59 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 397 Lbs Max tens. force 41 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:46 PM Page 1 Designer: Doug Thompson BC 3-8-4 3-8-4 1-2-12 4 TC 1-4-83-8-4 HO 1-2-12 A 2x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VEG EngineeringJob Mark Quan 3 Type VSMO Span 30804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 16.4 LBS Scale: 0.822" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.08 2x 4 SPF-#2 BC 0.08 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 8- 4 or 39.0" 0- 0- 0 3- 8- 4 BC 39.0" 0- 0- 0 3- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 447 28 U 24 R Jt Brg Size Required A 44.2" -4"-to- 39" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.08 41 C 0.00 0.08 --------Bottom Chords--------- A -C 0.08 0 T 0.00 0.08 -------------Webs------------- C -B 0.08 392 C WindLd TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.54 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 2.0x 4.0 Ctr Ctr 0.97 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 392 Lbs Max tens. force 29 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:46 PM Page 1 Designer: Doug Thompson BC 13-1-8 1-4-8 13-1-8 5-10-11 4 TC 10-8 14-6-0 HO 1-0-11 HO 5-5-3 A 2x4 B2x4 C 2x4 D G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L 2x4 M 2x4 N2x4 O 2x4 P 2x4 Q 2x4 R 2x4 S 2x4 ALL PLATES ARE MT2020 JOB1403208 VEI EngineeringJob Mark Quan 1 Type MON1 Span 130108 P1-H1 4 Left OH 10- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 94.6 LBS Scale: 0.363" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.24 2x 4 SPF-#2 WB 0.15 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 1- 8 or 48.0" 0- 0- 0 13- 1- 8 BC 120.0" 0- 0- 0 13- 1- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- M 1698 98 U 138 R Jt Brg Size Required M 157.5" 0"-to- 158" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- G -N 0.06 46 C 0.00 0.06 N -O 0.18 65 C 0.00 0.18 O -P 0.18 66 C 0.00 0.18 P -Q 0.19 61 C 0.00 0.19 Q -R 0.19 53 C 0.00 0.19 R -S 0.20 45 C 0.01 0.19 S -B 0.17 31 C 0.00 0.17 --------Bottom Chords--------- A -M 0.08 0 T 0.00 0.08 M -L 0.23 0 T 0.00 0.23 L -K 0.23 0 T 0.00 0.23 K -J 0.23 0 T 0.00 0.23 J -I 0.24 0 T 0.00 0.24 I -H 0.24 0 T 0.00 0.24 H -C 0.22 0 T 0.00 0.22 -------------Webs------------- A -G 0.09 358 C 0.00 0.09 M -N 0.13 327 C 0.00 0.13 L -O 0.13 341 C 0.00 0.13 K -P 0.12 338 C 0.00 0.12 J -Q 0.10 336 C 0.00 0.10 I -R 0.10 334 C 0.00 0.10 H -S 0.10 332 C 0.01 0.09 C -B 0.15 379 C 0.06 0.09 TL Defl 0.00" in H -C L/999 LL Defl 0.00" in H -C L/999 Shear // Grain in A -M 0.32 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI G MT20 2.0x 4.0 Ctr Ctr 0.69 N MT20 2.0x 4.0 Ctr Ctr 0.13 O MT20 2.0x 4.0 Ctr Ctr 0.22 P MT20 2.0x 4.0 Ctr Ctr 0.21 Q MT20 2.0x 4.0 Ctr Ctr 0.21 R MT20 2.0x 4.0 Ctr Ctr 0.21 S MT20 2.0x 4.0 Ctr Ctr 0.21 B MT20 2.0x 4.0 Ctr Ctr 0.84 A MT20 2.0x 4.0 Ctr Ctr 0.70 M MT20 2.0x 4.0 Ctr Ctr 0.12 L MT20 2.0x 4.0 Ctr Ctr 0.19 K MT20 2.0x 4.0 Ctr Ctr 0.19 J MT20 2.0x 4.0 Ctr Ctr 0.19 I MT20 2.0x 4.0 Ctr Ctr 0.19 H MT20 2.0x 4.0 Ctr Ctr 0.19 C MT20 2.0x 4.0 Ctr Ctr 0.78 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 379 Lbs Max tens. force 103 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:47 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 13-1-8 1-4-8 13-1-8 5-2-15 4 TC 14-6-0 HO 4-15 HO 4-9-7 A 3x4 B 3x6 C 3x4 D E 2x4 F 2x4 G 2x4 H2x4 ALL PLATES ARE MT2020 JOB1403208 VEJ EngineeringJob Mark Quan 1 Type MON1 Span 130108 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 69.9 LBS Scale: 0.401" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.51 2x 4 SPF-#2 BC 0.51 2x 4 SPF-#2 WB 0.61 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 1- 8 or 48.0" 0- 0- 0 13- 1- 8 BC 72.0" 0- 0- 0 13- 1- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1625 91 U 121 R Jt Brg Size Required A 157.5" 0"-to- 158" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.51 124 C 0.00 0.51 G -H 0.36 60 C 0.00 0.36 H -B 0.43 37 C 0.00 0.43 --------Bottom Chords--------- A -F 0.51 5 T 0.00 0.51 F -E 0.43 0 T 0.00 0.43 E -C 0.46 0 T 0.00 0.46 -------------Webs------------- F -G 0.61 407 C 0.00 0.61 E -H 0.33 396 C 0.00 0.33 C -B 0.49 393 C 0.01 0.48 TL Defl -0.04" in A -F L/999 LL Defl 0.03" in A -F L/999 Shear // Grain in A -G 0.38 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 G MT20 2.0x 4.0 Ctr Ctr 0.25 H MT20 2.0x 4.0 Ctr Ctr 0.16 B MT20 3.0x 6.0 Ctr Ctr 0.83 F MT20 2.0x 4.0 Ctr Ctr 0.22 E MT20 2.0x 4.0 Ctr Ctr 0.14 C MT20 3.0x 4.0 Ctr Ctr 0.99 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 407 Lbs Max tens. force 85 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:47 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 12-4-4 12-4-4 4-1-7 4 TC 1-4-812-4-4 HO 4-1-7 A3x4 B 3x4 C 2x4 D*2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VEK EngineeringJob Mark Quan 1 Type VSMO Span 120404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 59.6 LBS Scale: 0.460" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.59 2x 4 SPF-#2 BC 0.56 2x 4 SPF-#2 WB 0.16 2x 4 SPF-STUD GW 0.77 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 4- 4 or 48.0" 0- 0- 0 12- 4- 4 BC 120.0" 0- 0- 0 12- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1433 81 U 104 R Jt Brg Size Required A 148.2" -4"-to- 143" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.59 89 C 0.00 0.59 D -B 0.31 32 C 0.00 0.31 --------Bottom Chords--------- A -E 0.56 0 T 0.00 0.56 E -C 0.24 0 T 0.00 0.24 -------------Webs------------- C -B 0.16 388 C 0.01 0.15 ----------Gable Webs---------- E -D 0.77 441 C 0.00 0.77 TL Defl 0.15" in A -E L/998 LL Defl 0.14" in A -E L/999 Shear // Grain in A -D 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.58 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.68 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 441 Lbs Max tens. force 106 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:47 PM Page 1 Designer: Doug Thompson BC 10-4-4 10-4-4 3-5-7 4 TC 1-4-810-4-4 HO 3-5-7 A 3x4 B 3x4 C 2x4 D *2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VEL EngineeringJob Mark Quan 1 Type VSMO Span 100404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 49.3 LBS Scale: 0.521" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.32 2x 4 SPF-#2 BC 0.30 2x 4 SPF-#2 WB 0.23 2x 4 SPF-STUD GW 0.44 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 10- 4- 4 or 48.0" 0- 0- 0 10- 4- 4 BC 119.0" 0- 0- 0 10- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1203 69 U 86 R Jt Brg Size Required A 124.2" -4"-to- 119" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.32 68 C 0.00 0.32 D -B 0.23 32 C 0.00 0.23 --------Bottom Chords--------- A -E 0.30 0 T 0.00 0.30 E -C 0.14 0 T 0.00 0.14 -------------Webs------------- C -B 0.23 391 C 0.00 0.23 ----------Gable Webs---------- E -D 0.44 364 C 0.00 0.44 TL Defl 0.04" in A -E L/999 LL Defl 0.04" in A -E L/999 Shear // Grain in A -D 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.75 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.71 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 391 Lbs Max tens. force 87 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:47 PM Page 1 Designer: Doug Thompson BC 8-4-4 8-4-4 2-9-7 4 TC 1-4-88-4-4 HO 2-9-7 A 2x4 B3x4 C2x4 ALL PLATES ARE MT2020 JOB1403208 VEM EngineeringJob Mark Quan 1 Type VSMO Span 80404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 37.4 LBS Scale: 0.626" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.80 2x 4 SPF-#2 BC 0.77 2x 4 SPF-#2 WB 0.10 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 8- 4- 4 or 48.0" 0- 0- 0 8- 4- 4 BC 95.0" 0- 0- 0 8- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 973 57 U 67 R Jt Brg Size Required A 100.2" -4"-to- 95" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.80 32 C 0.00 0.80 --------Bottom Chords--------- A -C 0.77 0 T 0.00 0.77 -------------Webs------------- C -B 0.10 415 C WindLd TL Defl -0.10" in A -C L/969 LL Defl 0.10" in A -C L/963 Shear // Grain in A -B 0.57 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.64 C MT20 2.0x 4.0 Ctr Ctr 0.93 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 415 Lbs Max tens. force 58 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:47 PM Page 1 Designer: Doug Thompson BC 6-4-4 6-4-4 2-1-7 4 TC 1-4-86-4-4 HO 2-1-7 A2x4 B 3x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VEN EngineeringJob Mark Quan 1 Type VSMO Span 60404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 28.4 LBS Scale: 0.720" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.44 2x 4 SPF-#2 BC 0.44 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 6- 4- 4 or 48.0" 0- 0- 0 6- 4- 4 BC 71.0" 0- 0- 0 6- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 743 44 U 48 R Jt Brg Size Required A 76.2" -4"-to- 71" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.44 31 C 0.00 0.44 --------Bottom Chords--------- A -C 0.44 0 T 0.00 0.44 -------------Webs------------- C -B 0.09 401 C WindLd TL Defl 0.03" in A -C L/999 LL Defl 0.03" in A -C L/999 Shear // Grain in A -B 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.60 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 401 Lbs Max tens. force 45 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:48 PM Page 1 Designer: Doug Thompson BC 4-4-4 4-4-4 1-5-7 4 TC 1-4-84-4-4 HO 1-5-7 A2x4 B 3x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VEO EngineeringJob Mark Quan 1 Type VSMO Span 40404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 19.4 LBS Scale: 0.799" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.17 2x 4 SPF-#2 BC 0.17 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 4- 4- 4 or 47.0" 0- 0- 0 4- 4- 4 BC 47.0" 0- 0- 0 4- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 513 32 U 30 R Jt Brg Size Required A 52.2" -4"-to- 47" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.17 36 C 0.00 0.17 --------Bottom Chords--------- A -C 0.17 0 T 0.00 0.17 -------------Webs------------- C -B 0.08 392 C WindLd TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.56 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 392 Lbs Max tens. force 33 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:48 PM Page 1 Designer: Doug Thompson BC 2-4-4 2-4-4 9-7 4 TC 1-4-82-4-4 HO 9-7 A 2x4 B2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VEP EngineeringJob Mark Quan 1 Type VSMO Span 20404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 10.4 LBS Scale: 0.876" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.08 2x 4 SPF-#2 BC 0.08 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 2- 4- 4 or 23.0" 0- 0- 0 2- 4- 4 BC 23.0" 0- 0- 0 2- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 395 20 U 11 R Jt Brg Size Required A 28.2" -4"-to- 23" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.08 27 T 0.00 0.08 --------Bottom Chords--------- A -C 0.08 21 C 0.00 0.08 -------------Webs------------- C -B 0.08 406 C WindLd TL Defl 0.00" in C -C L/999 LL Defl 0.00" in C -C L/999 Shear // Grain in C -C 0.18 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 2.0x 4.0 Ctr Ctr 0.99 C MT20 2.0x 4.0 Ctr Ctr 0.32 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 406 Lbs Max tens. force 27 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:48 PM Page 1 Designer: Doug Thompson BC 12-5-8 1-4-8 12-5-8 5-6-11 4 TC 1-4-8 13-10-0 HO 11-6 HO 5-1-3 A 3x4 B2x4 C 2x4 D E3x4 F 2x4 G 2x4 H 2x4 I 2x4 J 2x4 K 2x4 L2x4 M2x4 N 2x4 O 2x4 ALL PLATES ARE MT2020 JOB1403208 VWA EngineeringJob Mark Quan 3 Type MON1 Span 120508 P1-H1 4 Left OH 1- 4- 8 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 87.4 LBS Scale: 0.382" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.25 2x 4 SPF-#2 WB 0.24 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 5- 8 or 48.0" 0- 0- 0 12- 5- 8 BC 120.0" 0- 0- 0 12- 5- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1664 98 U 129 R Jt Brg Size Required A 149.5" 0"-to- 150" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- E -K 0.20 57 C 0.00 0.20 K -L 0.18 58 C 0.00 0.18 L -M 0.18 56 C 0.00 0.18 M -N 0.19 50 C 0.00 0.19 N -O 0.20 42 C 0.01 0.19 O -B 0.17 29 C 0.00 0.17 --------Bottom Chords--------- A -J 0.25 0 T 0.00 0.25 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.24 0 T 0.00 0.24 G -F 0.24 0 T 0.00 0.24 F -C 0.22 0 T 0.00 0.22 -------------Webs------------- A -E 0.24 377 C 0.00 0.24 J -K 0.22 347 C 0.00 0.22 I -L 0.12 339 C 0.00 0.12 H -M 0.11 337 C 0.00 0.11 G -N 0.10 335 C 0.00 0.10 F -O 0.10 333 C 0.01 0.09 C -B 0.14 379 C 0.05 0.09 TL Defl 0.00" in F -C L/999 LL Defl 0.00" in F -C L/999 Shear // Grain in E -K 0.31 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI E MT20 3.0x 4.0 Ctr Ctr 0.70 K MT20 2.0x 4.0 Ctr Ctr 0.22 L MT20 2.0x 4.0 Ctr Ctr 0.22 M MT20 2.0x 4.0 Ctr Ctr 0.21 N MT20 2.0x 4.0 Ctr Ctr 0.21 O MT20 2.0x 4.0 Ctr Ctr 0.21 B MT20 2.0x 4.0 Ctr Ctr 0.80 A MT20 3.0x 4.0 Ctr Ctr 0.62 J MT20 2.0x 4.0 Ctr Ctr 0.19 I MT20 2.0x 4.0 Ctr Ctr 0.19 H MT20 2.0x 4.0 Ctr Ctr 0.19 G MT20 2.0x 4.0 Ctr Ctr 0.19 F MT20 2.0x 4.0 Ctr Ctr 0.19 C MT20 2.0x 4.0 Ctr Ctr 0.78 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 379 Lbs Max tens. force 107 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:48 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 12-5-8 1-4-8 12-5-8 4-10-15 4 TC 13-10-0 HO 3-10 HO 4-5-7 A 3x4 B3x6 C 3x6 D E 2x4 F 2x4 G 2x4 H 2x4 ALL PLATES ARE MT2020 JOB1403208 VWB EngineeringJob Mark Quan 3 Type MON1 Span 120508 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 65.4 LBS Scale: 0.421" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.43 2x 4 SPF-#2 BC 0.45 2x 4 SPF-#2 WB 0.49 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 12- 5- 8 or 48.0" 0- 0- 0 12- 5- 8 BC 72.0" 0- 0- 0 12- 5- 8 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1548 87 U 113 R Jt Brg Size Required A 149.5" 0"-to- 150" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -G 0.39 113 C 0.00 0.39 G -H 0.36 58 C 0.00 0.36 H -B 0.43 36 C 0.00 0.43 --------Bottom Chords--------- A -F 0.44 172 C 0.02 0.42 F -E 0.43 0 T 0.00 0.43 E -C 0.45 0 T 0.00 0.45 -------------Webs------------- F -G 0.44 399 C 0.00 0.44 E -H 0.35 398 C 0.00 0.35 C -B 0.49 393 C 0.01 0.48 TL Defl -0.03" in A -F L/999 LL Defl 0.03" in F -E L/999 Shear // Grain in H -B 0.36 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 G MT20 2.0x 4.0 Ctr Ctr 0.25 H MT20 2.0x 4.0 Ctr Ctr 0.16 B MT20 3.0x 6.0 Ctr Ctr 0.85 F MT20 2.0x 4.0 Ctr Ctr 0.22 E MT20 2.0x 4.0 Ctr Ctr 0.14 C MT20 3.0x 6.0 Ctr Ctr 0.88 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 399 Lbs Max tens. force 76 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:49 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 11-4-4 11-4-4 3-9-7 4 TC 1-4-811-4-4 HO 3-9-7 A 3x4 B3x4 C2x4 D *2x4 E*2x4 ALL PLATES ARE MT2020 JOB1403208 VWC EngineeringJob Mark Quan 3 Type VSMO Span 110404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 54.5 LBS Scale: 0.486" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.45 2x 4 SPF-#2 BC 0.43 2x 4 SPF-#2 WB 0.19 2x 4 SPF-STUD GW 0.61 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 4- 4 or 48.0" 0- 0- 0 11- 4- 4 BC 120.0" 0- 0- 0 11- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1318 75 U 95 R Jt Brg Size Required A 136.2" -4"-to- 131" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.45 81 C 0.00 0.45 D -B 0.26 31 C 0.00 0.26 --------Bottom Chords--------- A -E 0.43 0 T 0.00 0.43 E -C 0.19 0 T 0.00 0.19 -------------Webs------------- C -B 0.19 390 C 0.00 0.19 ----------Gable Webs---------- E -D 0.61 401 C 0.00 0.61 TL Defl 0.09" in A -E L/999 LL Defl 0.08" in A -E L/999 Shear // Grain in A -D 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.67 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.70 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 401 Lbs Max tens. force 96 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:49 PM Page 1 Designer: Doug Thompson BC 9-4-4 9-4-4 3-1-7 4 TC 1-4-89-4-4 HO 3-1-7 A 2x4 B 3x4 C2x4 D*2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VWD EngineeringJob Mark Quan 3 Type VSMO Span 90404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 44.2 LBS Scale: 0.553" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.21 2x 4 SPF-#2 BC 0.18 2x 4 SPF-#2 WB 0.25 2x 4 SPF-STUD GW 0.24 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 4- 4 or 48.0" 0- 0- 0 9- 4- 4 BC 107.0" 0- 0- 0 9- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1088 63 U 76 R Jt Brg Size Required A 112.2" -4"-to- 107" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.21 48 C 0.01 0.20 D -B 0.20 37 C 0.00 0.20 --------Bottom Chords--------- A -E 0.18 0 T 0.00 0.18 E -C 0.09 0 T 0.00 0.09 -------------Webs------------- C -B 0.25 393 C 0.00 0.25 ----------Gable Webs---------- E -D 0.24 365 C 0.00 0.24 TL Defl 0.02" in A -E L/999 LL Defl 0.01" in A -E L/999 Shear // Grain in A -D 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.81 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.73 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 393 Lbs Max tens. force 78 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:49 PM Page 1 Designer: Doug Thompson BC 7-4-4 7-4-4 2-5-7 4 TC 1-4-87-4-4 HO 2-5-7 A2x4 B3x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VWE EngineeringJob Mark Quan 3 Type VSMO Span 70404 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 32.9 LBS Scale: 0.670" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.62 2x 4 SPF-#2 BC 0.59 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 4- 4 or 48.0" 0- 0- 0 7- 4- 4 BC 83.0" 0- 0- 0 7- 4- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 858 50 U 58 R Jt Brg Size Required A 88.2" -4"-to- 83" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.62 31 C 0.00 0.62 --------Bottom Chords--------- A -C 0.59 0 T 0.00 0.59 -------------Webs------------- C -B 0.09 407 C WindLd TL Defl -0.06" in A -C L/999 LL Defl 0.06" in A -C L/999 Shear // Grain in A -B 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.62 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 407 Lbs Max tens. force 52 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:49 PM Page 1 Designer: Doug Thompson BC 5-8-4 5-8-4 1-10-12 4 TC 1-4-85-8-4 HO 1-10-12 A 2x4 B3x4 C2x4 ALL PLATES ARE MT2020 JOB1403208 VWF EngineeringJob Mark Quan 3 Type VSMO Span 50804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 25.4 LBS Scale: 0.756" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.35 2x 4 SPF-#2 BC 0.34 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 8- 4 or 48.0" 0- 0- 0 5- 8- 4 BC 63.0" 0- 0- 0 5- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 666 40 U 42 R Jt Brg Size Required A 68.2" -4"-to- 63" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.35 32 C 0.00 0.35 --------Bottom Chords--------- A -C 0.34 0 T 0.00 0.34 -------------Webs------------- C -B 0.08 397 C WindLd TL Defl 0.02" in A -C L/999 LL Defl 0.02" in A -C L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.59 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 397 Lbs Max tens. force 41 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:49 PM Page 1 Designer: Doug Thompson BC 3-8-4 3-8-4 1-2-12 4 TC 1-4-83-8-4 HO 1-2-12 A 2x4 B 2x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VWG EngineeringJob Mark Quan 3 Type VSMO Span 30804 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 16.4 LBS Scale: 0.822" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.08 2x 4 SPF-#2 BC 0.08 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 8- 4 or 39.0" 0- 0- 0 3- 8- 4 BC 39.0" 0- 0- 0 3- 8- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 447 28 U 24 R Jt Brg Size Required A 44.2" -4"-to- 39" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.08 41 C 0.00 0.08 --------Bottom Chords--------- A -C 0.08 0 T 0.00 0.08 -------------Webs------------- C -B 0.08 392 C WindLd TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Shear // Grain in A -C 0.54 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 2.0x 4.0 Ctr Ctr 0.97 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 392 Lbs Max tens. force 29 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:49 PM Page 1 Designer: Doug Thompson BC 15-2-0 1-4-8 15-2-0 5-7-6 4 TC 16-6-8 HO 1-3 HO 5-1-14 A3x4 B 2x4 C2x4 D E2x4 F 2x4 G2x4H2x4I2x4J2x4K2x4 L 2x4 M 2x4 N 2x4 O2x4 P 2x4 ALL PLATES ARE MT2020 JOB1403208 VWH EngineeringJob Mark Quan 1 Type MON1 Span 150200 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 94.7 LBS Scale: 0.380" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.20 2x 4 SPF-#2 BC 0.24 2x 4 SPF-#2 WB 0.15 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 15- 2- 0 or 48.0" 0- 0- 0 15- 2- 0 BC 120.0" 0- 0- 0 15- 2- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1790 100 U 133 R Jt Brg Size Required A 182.0" 0"-to- 182" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -L 0.07 86 C 0.00 0.07 L -M 0.18 81 C 0.00 0.18 M -N 0.18 73 C 0.00 0.18 N -O 0.18 64 C 0.00 0.18 O -P 0.19 54 C 0.00 0.19 P -F 0.20 44 C 0.01 0.19 F -B 0.17 30 C 0.00 0.17 --------Bottom Chords--------- A -K 0.08 0 T 0.00 0.08 K -J 0.23 0 T 0.00 0.23 J -I 0.23 0 T 0.00 0.23 I -H 0.23 0 T 0.00 0.23 H -G 0.24 0 T 0.00 0.24 G -E 0.24 0 T 0.00 0.24 E -C 0.22 0 T 0.00 0.22 -------------Webs------------- K -L 0.15 344 C 0.00 0.15 J -M 0.13 341 C 0.00 0.13 I -N 0.12 339 C 0.00 0.12 H -O 0.11 337 C 0.00 0.11 G -P 0.10 335 C 0.00 0.10 E -F 0.10 333 C 0.01 0.09 C -B 0.14 379 C 0.05 0.09 TL Defl 0.00" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in A -K 0.51 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 L MT20 2.0x 4.0 Ctr Ctr 0.14 M MT20 2.0x 4.0 Ctr Ctr 0.22 N MT20 2.0x 4.0 Ctr Ctr 0.22 O MT20 2.0x 4.0 Ctr Ctr 0.21 P MT20 2.0x 4.0 Ctr Ctr 0.21 F MT20 2.0x 4.0 Ctr Ctr 0.21 B MT20 2.0x 4.0 Ctr Ctr 0.80 K MT20 2.0x 4.0 Ctr Ctr 0.12 J MT20 2.0x 4.0 Ctr Ctr 0.19 I MT20 2.0x 4.0 Ctr Ctr 0.19 H MT20 2.0x 4.0 Ctr Ctr 0.19 G MT20 2.0x 4.0 Ctr Ctr 0.19 E MT20 2.0x 4.0 Ctr Ctr 0.19 C MT20 2.0x 4.0 Ctr Ctr 0.78 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 379 Lbs Max tens. force 41 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:50 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 13-6-4 13-6-4 4-6-1 4 TC 1-4-813-6-4 HO 4-6-1 A 3x4 B 3x4 C 2x4 D *2x4 E *2x4 F *2x4 G *2x4 ALL PLATES ARE MT2020 JOB1403208 VWI EngineeringJob Mark Quan 1 Type VSMO Span 130604 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 67.9 LBS Scale: 0.429" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.32 2x 4 SPF-#2 BC 0.35 2x 4 SPF-#2 WB 0.25 2x 4 SPF-STUD GW 0.40 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 13- 6- 4 or 48.0" 0- 0- 0 13- 6- 4 BC 120.0" 0- 0- 0 13- 6- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1567 88 U 115 R Jt Brg Size Required A 162.2" -4"-to- 157" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.18 77 C 0.00 0.18 D -F 0.32 58 C 0.00 0.32 F -B 0.21 35 C 0.00 0.21 --------Bottom Chords--------- A -E 0.13 0 T 0.00 0.13 E -G 0.35 0 T 0.00 0.35 G -C 0.10 0 T 0.00 0.10 -------------Webs------------- C -B 0.25 393 C 0.01 0.24 ----------Gable Webs---------- E -D 0.40 348 C 0.00 0.40 G -F 0.20 337 C 0.00 0.20 TL Defl 0.03" in E -G L/999 LL Defl 0.03" in E -G L/999 Shear // Grain in D -F 0.45 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.00 F MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.74 E MT20 2.0x 4.0 Ctr Ctr 0.00 G MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.76 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 393 Lbs Max tens. force 77 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:50 PM Page 1 Designer: Doug Thompson 3- 8- 8 BC 11-6-4 11-6-4 3-10-1 4 TC 1-4-811-6-4 HO 3-10-1 A 3x4 B3x4 C 2x4 D *2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VWJ EngineeringJob Mark Quan 1 Type VSMO Span 110604 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 55.3 LBS Scale: 0.483" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.47 2x 4 SPF-#2 BC 0.45 2x 4 SPF-#2 WB 0.19 2x 4 SPF-STUD GW 0.64 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 6- 4 or 48.0" 0- 0- 0 11- 6- 4 BC 120.0" 0- 0- 0 11- 6- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1337 76 U 96 R Jt Brg Size Required A 138.2" -4"-to- 133" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.47 82 C 0.00 0.47 D -B 0.27 31 C 0.00 0.27 --------Bottom Chords--------- A -E 0.45 0 T 0.00 0.45 E -C 0.20 0 T 0.00 0.20 -------------Webs------------- C -B 0.19 389 C 0.00 0.19 ----------Gable Webs---------- E -D 0.64 407 C 0.00 0.64 TL Defl 0.09" in A -E L/999 LL Defl 0.09" in A -E L/999 Shear // Grain in A -D 0.53 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 3.0x 4.0 Ctr Ctr 0.56 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.66 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.70 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 407 Lbs Max tens. force 98 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:50 PM Page 1 Designer: Doug Thompson BC 9-6-4 9-6-4 3-2-1 4 TC 1-4-89-6-4 HO 3-2-1 A2x4 B 3x4 C 2x4 D *2x4 E *2x4 ALL PLATES ARE MT2020 JOB1403208 VWK EngineeringJob Mark Quan 1 Type VSMO Span 90604 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 45.0 LBS Scale: 0.549" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.23 2x 4 SPF-#2 BC 0.20 2x 4 SPF-#2 WB 0.25 2x 4 SPF-STUD GW 0.27 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 9- 6- 4 or 48.0" 0- 0- 0 9- 6- 4 BC 109.0" 0- 0- 0 9- 6- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1107 64 U 78 R Jt Brg Size Required A 114.2" -4"-to- 109" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -D 0.23 50 C 0.01 0.22 D -B 0.20 36 C 0.00 0.20 --------Bottom Chords--------- A -E 0.20 0 T 0.00 0.20 E -C 0.10 0 T 0.00 0.10 -------------Webs------------- C -B 0.25 392 C 0.00 0.25 ----------Gable Webs---------- E -D 0.27 363 C 0.00 0.27 TL Defl 0.02" in A -E L/999 LL Defl 0.02" in A -E L/999 Shear // Grain in A -D 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 D MT20 2.0x 4.0 Ctr Ctr 0.00 B MT20 3.0x 4.0 Ctr Ctr 0.80 E MT20 2.0x 4.0 Ctr Ctr 0.00 C MT20 2.0x 4.0 Ctr Ctr 0.72 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 392 Lbs Max tens. force 79 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:51 PM Page 1 Designer: Doug Thompson BC 7-6-4 7-6-4 2-6-1 4 TC 1-4-87-6-4 HO 2-6-1 A 2x4 B 3x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VWL EngineeringJob Mark Quan 1 Type VSMO Span 70604 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 33.7 LBS Scale: 0.664" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.65 2x 4 SPF-#2 BC 0.62 2x 4 SPF-#2 WB 0.09 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 7- 6- 4 or 48.0" 0- 0- 0 7- 6- 4 BC 85.0" 0- 0- 0 7- 6- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 877 51 U 59 R Jt Brg Size Required A 90.2" -4"-to- 85" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.65 31 C 0.00 0.65 --------Bottom Chords--------- A -C 0.62 0 T 0.00 0.62 -------------Webs------------- C -B 0.09 409 C WindLd TL Defl -0.06" in A -C L/999 LL Defl 0.07" in A -C L/999 Shear // Grain in A -B 0.55 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.63 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 409 Lbs Max tens. force 53 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:51 PM Page 1 Designer: Doug Thompson BC 5-6-4 5-6-4 1-10-1 4 TC 1-4-85-6-4 HO 1-10-1 A 2x4 B 3x4 C 2x4 ALL PLATES ARE MT2020 JOB1403208 VWM EngineeringJob Mark Quan 1 Type VSMO Span 50604 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 24.6 LBS Scale: 0.759" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.32 2x 4 SPF-#2 BC 0.32 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 5- 6- 4 or 48.0" 0- 0- 0 5- 6- 4 BC 61.0" 0- 0- 0 5- 6- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 647 39 U 41 R Jt Brg Size Required A 66.2" -4"-to- 61" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.32 33 C 0.00 0.32 --------Bottom Chords--------- A -C 0.32 0 T 0.00 0.32 -------------Webs------------- C -B 0.08 396 C WindLd TL Defl 0.01" in A -C L/999 LL Defl 0.02" in A -C L/999 Shear // Grain in A -B 0.52 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 3.0x 4.0 Ctr Ctr 0.58 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 396 Lbs Max tens. force 40 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:51 PM Page 1 Designer: Doug Thompson BC 3-6-4 3-6-4 1-2-1 4 TC 1-4-83-6-4 HO 1-2-1 A 2x4 B 2x4 C2x4 ALL PLATES ARE MT2020 JOB1403208 VWN EngineeringJob Mark Quan 1 Type VSMO Span 30604 P1-H1 4 Left OH 0 Right OH 1- 4- 8 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 15.6 LBS Scale: 0.826" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.08 2x 4 SPF-#2 BC 0.07 2x 4 SPF-#2 WB 0.08 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 6- 4 or 37.0" 0- 0- 0 3- 6- 4 BC 37.0" 0- 0- 0 3- 6- 4 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 441 27 U 22 R Jt Brg Size Required A 42.2" -4"-to- 37" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -B 0.08 9 C 0.00 0.08 --------Bottom Chords--------- A -C 0.07 0 T 0.00 0.07 -------------Webs------------- C -B 0.08 393 C WindLd TL Defl 0.00" in A -C L/999 LL Defl 0.00" in A -C L/999 Shear // Grain in A -B 0.12 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.73 B MT20 2.0x 4.0 Ctr Ctr 0.99 C MT20 2.0x 4.0 Ctr Ctr 0.92 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 393 Lbs Max tens. force 28 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:51 PM Page 1 Designer: Doug Thompson BC 3-4-0 3-4-0 1-6-0 4 TC 3-4-0 HO 1-6-0 HO 4-11 A2x4 B C 2x4 D 2x4 E 2x4 F 2x4 ALL PLATES ARE MT2020 JOB1403208 E01 EngineeringJob Mark Quan 6 Type MONO Span 30400 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 16.0 LBS Scale: 0.821" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.17 2x 4 SPF-#2 BC 0.16 2x 4 SPF-#2 WB 0.16 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 4- 0 or 40.0" 0- 0- 0 3- 4- 0 BC 40.0" 0- 0- 0 3- 4- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- E 430 20 U 29 R Jt Brg Size Required E 40.0" 0"-to- 40" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- A -F 0.05 23 T 0.00 0.05 F -C 0.17 82 C 0.00 0.17 --------Bottom Chords--------- D -E 0.06 0 T 0.00 0.06 E -C 0.16 13 T 0.00 0.16 -------------Webs------------- D -A 0.09 336 C 0.00 0.09 E -F 0.16 327 C 0.00 0.16 TL Defl -0.01" in E -C L/999 LL Defl 0.00" in E -C L/999 Shear // Grain in D -E 0.33 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr Ctr 0.63 F MT20 2.0x 4.0 Ctr Ctr 0.14 C MT20 2.0x 4.0 Ctr Ctr 0.73 D MT20 2.0x 4.0 Ctr Ctr 0.68 E MT20 2.0x 4.0 Ctr Ctr 0.12 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 336 Lbs Max tens. force 27 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:51 PM Page 1 Designer: Doug Thompson BC 3-0-0 3-0-0 2-3-0 4 TC 3-0-0 HO 1-3-0 HO 2-3-0 A 2x4 B 2x4 C2x4 D E 2x4 F2x4 G2x4 ALL PLATES ARE MT2020 JOB1403208 W01 EngineeringJob Mark Quan 6 Type MONO Span 30000 P1-H1 4 Left OH 0 Right OH 0 LeCesse Construction Company-Stone Quarry Apt roof MiTek® Online Plus™ APPROX. TRUSS WEIGHT: 18.6 LBS Scale: 0.686" = 1' Online Plus -- Version 30.0.033 RUN DATE: 06-NOV-14 CSI -Size- ----Lumber---- TC 0.11 2x 4 SPF-#2 BC 0.11 2x 4 SPF-#2 WB 0.12 2x 4 SPF-STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 3- 0- 0 or 36.0" 0- 0- 0 3- 0- 0 BC 36.0" 0- 0- 0 3- 0- 0 psf-Ld Dead Live TC 12.0 28.0 BC 7.5 10.0 TC+BC 19.5 38.0 Total 57.5 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 417 18 U 49 R Jt Brg Size Required A 36.0" 0"-to- 36" Plus 5 Wind Load Case(s) Plus 1 DL Load Case(s) Checked for NonConcurrent 300 Lbs Moving Point Load applied at Panel Points and Mid-panel on TC and BC Membr CSI P Lbs Axl-CSI-Bnd ----------Top Chords---------- E -G 0.11 27 C 0.00 0.11 G -B 0.11 16 C 0.00 0.11 --------Bottom Chords--------- A -F 0.11 0 T 0.00 0.11 F -C 0.11 0 T 0.00 0.11 -------------Webs------------- A -E 0.12 336 C 0.00 0.12 F -G 0.09 323 C 0.00 0.09 C -B 0.12 340 C 0.00 0.12 TL Defl 0.00" in F -C L/999 LL Defl 0.00" in F -C L/999 Shear // Grain in E -G 0.30 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI E MT20 2.0x 4.0 Ctr Ctr 0.68 G MT20 2.0x 4.0 Ctr Ctr 0.20 B MT20 2.0x 4.0 Ctr Ctr 0.67 A MT20 2.0x 4.0 Ctr Ctr 0.71 F MT20 2.0x 4.0 Ctr Ctr 0.18 C MT20 2.0x 4.0 Ctr Ctr 0.71 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: MONTGOMERY TRUSS & PANEL, I Analysis Conforms To: IBC/IRC2009 TPI 2007 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. Wind Loads - ANSI / ASCE 7-05 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: B Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 7.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-05 Ground Snow Load = 40.0 psf Rain Load = 0.0 psf Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.00 Balanced Load Factor 0.70 Unbal cases not req'd Par-to-ridge not req'd Max comp. force 340 Lbs Max tens. force 95 Lbs Connector Plate Fabrication Tolerance = 20% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Engineering - Portrait 12/5/2014 3:00:51 PM Page 1 Designer: Doug Thompson BC 11-7-0 TC 11-7-0 11-7-0 9-11-13 4 HO 9-11-13 HO 6-1-8 BC 11-7-0 TC 11-7-0 11-7-0 9-11-13 4 HO 9-11-13 HO 6-1-8 BC 16-6-12 5-8-8 11-4-4 TC 1040822-6-0 11-1-8 33-7-8 11-3-8 4 HO 3-9-8 HO 6-1-8 Job: JOB1403208 Mark: AT01 2 MONO 110700 4 0 0 Scale: 0.203" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT01G 1 MONO 110700 4 0 0 Scale: 0.203" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT02 4 MAN4 330708 4 1- 4- 8 0 Scale: 0.179" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 1 of 23 Designer: Doug Thompson 8- 5- 65- 4- 0 BC 22-6-0 TC 1040822-6-0 22-6-0 11-3-8 4 HO 3-9-8 HO 11-3-8 9- 7- 0 BC 26-6-12 5-8-8 11-6-0 13-8-12 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 9- 7- 0 BC 18-5-4 8-1-8 5-8-8 11-6-0 13-8-12 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 Job: JOB1403208 Mark: AT02G 1 MONO 220600 4 1- 4- 8 0 Scale: 0.188" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT03 2 SP 570600 4 1- 4- 8 1- 4- 8 Scale: 0.127" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT03A 4 SP 570600 4 1- 4- 8 1- 4- 8 Scale: 0.127" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 2 of 23 Designer: Doug Thompson 9- 7- 0 BC 18-5-4 8-1-8 5-8-8 11-6-0 13-8-12 TC 1040826-7-10 5-10-6 9-7-0 15-5-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 BC 10-5-8 TC 1040810-5-8 10-5-8 5-8-13 4 HO 2-3-0 HO 5-8-13 9- 7- 0 BC 21-5-4 8-1-8 5-8-8 11-6-0 13-8-12 TC 1040829-7-10 5-10-6 4-9-8 4-9-8 15-5-0 60-6-0 11-1-9 4 HO 1-3-0 HO 1-6-0 Job: JOB1403208 Mark: AT03AX 1 SP 570600 4 0 1- 4- 8 Scale: 0.129" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT03G 1 MONO 100508 4 1- 4- 8 0 Scale: 0.171" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT04 6 SP 600600 4 0 1- 4- 8 Scale: 0.123" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 3 of 23 Designer: Doug Thompson 9- 7- 0 BC 16-11-11 1098-2-4 1096-10-3 11-6-0 13-8-12 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 6-11-108- 5- 6 9- 7- 0 BC 16-11-11 1098-2-4 1096-10-3 11-6-0 13-8-12 TC 26-7-10 5-10-6 9-7-0 15-5-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 6-11-108- 5- 6 BC 17-3-0 TC 17-3-0 17-3-0 7-0-0 4 HO 1-3-0 HO 7-0-0 Job: JOB1403208 Mark: AT05 4 SP 570600 4 1- 4- 8 1- 4- 8 Scale: 0.127" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT05X 1 SP 570600 4 0 0 Scale: 0.132" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT06W 12 MONO 170300 4 0 0 Scale: 0.295" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 4 of 23 Designer: Doug Thompson 9- 7- 0 BC 12-0-4 5-8-8 11-6-0 17-0-12 TC 12-1-2 5-10-6 9-7-0 18-9-0 46-3-8 11-1-8 4 HO 7-1-2 HO 4-11 9- 7- 0 BC 14-4-12 12-2-0 5-8-8 25-2-12 TC 104081040826-7-10 5-10-6 9-7-0 15-5-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 BC 14-4-12 12-2-0 5-8-8 25-2-12 TC 104081040826-7-10 5-10-6 25-0-0 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 Job: JOB1403208 Mark: AT06E 6 SP 460308 4 0 0 Scale: 0.148" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT07 5 SP 570600 4 1- 4- 8 1- 4- 8 Scale: 0.127" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT07X 1 SP 570600 4 1- 4- 8 1- 4- 8 Scale: 0.127" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 5 of 23 Designer: Doug Thompson BC 12-0-4 5-8-8 11-4-4 TC 12-1-2 5-10-6 11-1-8 29-1-0 11-1-9 4 HO 7-1-3 HO 6-1-8 BC 16-11-0 TC 16-11-0 16-11-0 6-0-6 4 HO 6-0-6 HO 4-11 BC 15-9-4 TC 10-8 15-9-4 15-9-4 5-7-12 4 HO 5-7-12 HO 4-11 Job: JOB1403208 Mark: AT08 6 SP 290100 4 0 0 Scale: 0.181" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT08E 13 MONO 161100 4 0 0 Scale: 0.329" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT08EG 1 MONO 150904 4 10- 8 0 Scale: 0.280" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 6 of 23 Designer: Doug Thompson BC 14-4-12 12-2-0 5-8-8 11-6-0 13-8-12 TC 104081040826-7-10 5-10-6 9-8-12 15-3-4 57-6-0 11-1-9 4 HO 2-3-0 HO 1-6-0 BC 26-9-8 5-8-8 TC 1040826-7-11 5-10-5 32-6-0 11-1-9 4 HO 2-3-0 HO 11-1-9 BC 1-3-12 4-5-14 TC 10-85-9-10 4-5-14 1-11-7 4HO 3-15 HO 1-11-7 Job: JOB1403208 Mark: AT09 6 MAN4 570600 4 1- 4- 8 1- 4- 8 Scale: 0.118" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT09G 1 MONO 320600 4 1- 4- 8 0 Scale: 0.182" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: ATCP 43 MONO 40514 4 0 10- 8 Scale: 0.718" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 7 of 23 Designer: Doug Thompson BC 10-9-4 20-6-8 11-6-0 17-0-12 TC 31-6-8 9-8-12 18-7-4 59-10-8 11-11-12 4 HO 1-6-13 HO 4-11 BC 1-9-0 TC 10-8 10-8 10-8 7-0 4 BC 11-2-12 20-7-8 11-5-0 17-0-12 TC 32-0-0 9-8-12 18-7-4 60-4-0 11-11-12 4 HO 1-5-0 HO 4-11 Job: JOB1403208 Mark: AT010 3 MAN4 591008 4 0 0 Scale: 0.125" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: 10OH14 14 MONO 1008 4 0 0 Scale: 1.004" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT011 2 MAN4 600400 4 0 0 Scale: 0.124" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 8 of 23 Designer: Doug Thompson NOTE -WE ASSUME THIS IS THEFIELD APPLIED OVERHANG FOR THE TOP OF THE TRUSSES. PROVIDE NAILING INFORMATION. BC 11-2-12 20-7-8 28-5-12 TC 32-0-0 9-8-12 18-7-4 60-4-0 11-11-12 4 HO 1-5-0 HO 4-11 BC 11-3-8 TC 11-3-8 11-3-8 4-1-14 4 HO 4-1-14 HO 4-11 BC 11-2-12 20-7-8 17-2-4 TC 100832-0-0 17-0-8 49-0-8 11-7-3 4 HO 1-5-0 HO 1-6-0 Job: JOB1403208 Mark: AT011A 1 MAN4 600400 4 0 0 Scale: 0.124" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT011G 1 MONO 110308 4 0 0 Scale: 0.280" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT012 5 MAN4 490008 4 0 10- 8 Scale: 0.152" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 9 of 23 Designer: Doug Thompson BC 11-0-0 TC 11-0-0 11-0-0 5-1-0 4 HO 1-5-0 HO 5-1-0 BC 20-10-4 17-2-4 TC 100821-0-0 17-0-8 38-0-8 11-11-12 4 HO 5-1-0 HO 1-6-0 BC 17-5-8 TC 10-817-5-8 17-5-8 7-3-13 4 HO 7-3-13 HO 1-6-0 Job: JOB1403208 Mark: AT012G 1 MONO 110000 4 0 0 Scale: 0.236" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT013 1 MAN4 380008 4 0 10- 8 Scale: 0.178" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT013G 1 MONO 170508 4 0 10- 8 Scale: 0.284" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 10 of 23 Designer: Doug Thompson BC 21-0-8 TC 10408100021-0-8 21-0-8 11-11-12 4 HO 5-1-0 HO 12-1-2 BC 21-0-8 TC 10408100021-0-8 21-0-8 11-11-12 4 HO 5-1-0 HO 12-1-2 BC 12-3-4 TC 12-3-4 12-3-4 6-0-7 HO 6-0-7 HO 6-0-7 Job: JOB1403208 Mark: AT014 1 MON1 210008 4 1- 4- 8 10- 0 Scale: 0.204" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: AT014G 1 MON1 210008 4 1- 4- 8 10- 0 Scale: 0.174" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: FG01 1*2P FLAT 120304 60007 0 0 Scale: 0.362" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 11 of 23 Designer: Doug Thompson BC 12-2-12 TC 12-2-12 12-2-12 7-0-1 HO 7-0-1 HO 7-0-1 BC 12-3-8 TC 12-3-8 12-3-8 7-0-1 HO 7-0-1 HO 7-0-1 BC 12-3-8 TC 12-3-8 12-3-8 6-0-7 HO 6-0-7 HO 6-0-7 Job: JOB1403208 Mark: FG06 1*2P FLAT 120212 70001 0 0 Scale: 0.321" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: FG08W 1*2P FLAT 120308 70001 0 0 Scale: 0.321" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: FG08E 1*2P FLAT 120308 60007 0 0 Scale: 0.362" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 12 of 23 Designer: Doug Thompson BC 12-5-8 1-4-8 TC 1-4-8 13-10-0 12-5-8 5-8-10 4 HO 1-1-5 HO 5-3-2 3- 8- 8 BC 12-5-8 1-4-8 TC 13-10-0 12-5-8 5-0-14 4 HO 4-15 HO 4-7-6 3- 8- 8 BC 11-8-4 TC 1-4-811-8-4 11-8-4 3-10-12 4 HO 3-10-12 Job: JOB1403208 Mark: VEA 3 MON1 120508 4 1- 4- 8 0 Scale: 0.346" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEB 3 MON1 120508 4 0 0 Scale: 0.379" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEC 3 VSMO 110804 4 0 1- 4- 8 Scale: 0.443" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 13 of 23 Designer: Doug Thompson BC 9-8-4 TC 1-4-89-8-4 9-8-4 3-2-12 4 HO 3-2-12 BC 7-8-4 TC 1-4-87-8-4 7-8-4 2-6-12 4 HO 2-6-12 BC 5-8-4 TC 1-4-85-8-4 5-8-4 1-10-12 4 HO 1-10-12 Job: JOB1403208 Mark: VED 3 VSMO 90804 4 0 1- 4- 8 Scale: 0.505" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEE 3 VSMO 70804 4 0 1- 4- 8 Scale: 0.596" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEF 3 VSMO 50804 4 0 1- 4- 8 Scale: 0.688" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 14 of 23 Designer: Doug Thompson BC 3-8-4 TC 1-4-83-8-4 3-8-4 1-2-12 4 HO 1-2-12 BC 13-1-8 1-4-8 TC 10-8 14-6-0 13-1-8 5-10-11 4 HO 1-0-11 HO 5-5-3 3- 8- 8 BC 13-1-8 1-4-8 TC 14-6-0 13-1-8 5-2-15 4 HO 4-15 HO 4-9-7 Job: JOB1403208 Mark: VEG 3 VSMO 30804 4 0 1- 4- 8 Scale: 0.772" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEI 1 MON1 130108 4 10- 8 0 Scale: 0.338" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEJ 1 MON1 130108 4 0 0 Scale: 0.366" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 15 of 23 Designer: Doug Thompson 3- 8- 8 BC 12-4-4 TC 1-4-812-4-4 12-4-4 4-1-7 4 HO 4-1-7 BC 10-4-4 TC 1-4-810-4-4 10-4-4 3-5-7 4 HO 3-5-7 BC 8-4-4 TC 1-4-88-4-4 8-4-4 2-9-7 4 HO 2-9-7 Job: JOB1403208 Mark: VEK 1 VSMO 120404 4 0 1- 4- 8 Scale: 0.428" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEL 1 VSMO 100404 4 0 1- 4- 8 Scale: 0.498" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEM 1 VSMO 80404 4 0 1- 4- 8 Scale: 0.567" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 16 of 23 Designer: Doug Thompson BC 6-4-4 TC 1-4-86-4-4 6-4-4 2-1-7 4 HO 2-1-7 BC 4-4-4 TC 1-4-84-4-4 4-4-4 1-5-7 4 HO 1-5-7 BC 2-4-4 TC 1-4-82-4-4 2-4-4 9-7 4 HO 9-7 Job: JOB1403208 Mark: VEN 1 VSMO 60404 4 0 1- 4- 8 Scale: 0.667" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEO 1 VSMO 40404 4 0 1- 4- 8 Scale: 0.753" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VEP 1 VSMO 20404 4 0 1- 4- 8 Scale: 0.820" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 17 of 23 Designer: Doug Thompson BC 12-5-8 1-4-8 TC 1-4-8 13-10-0 12-5-8 5-6-11 4 HO 11-6 HO 5-1-3 3- 8- 8 BC 12-5-8 1-4-8 TC 13-10-0 12-5-8 4-10-15 4 HO 3-10 HO 4-5-7 3- 8- 8 BC 11-4-4 TC 1-4-811-4-4 11-4-4 3-9-7 4 HO 3-9-7 Job: JOB1403208 Mark: VWA 3 MON1 120508 4 1- 4- 8 0 Scale: 0.351" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWB 3 MON1 120508 4 0 0 Scale: 0.382" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWC 3 VSMO 110404 4 0 1- 4- 8 Scale: 0.466" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 18 of 23 Designer: Doug Thompson BC 9-4-4 TC 1-4-89-4-4 9-4-4 3-1-7 4 HO 3-1-7 BC 7-4-4 TC 1-4-87-4-4 7-4-4 2-5-7 4 HO 2-5-7 BC 5-8-4 TC 1-4-85-8-4 5-8-4 1-10-12 4 HO 1-10-12 Job: JOB1403208 Mark: VWD 3 VSMO 90404 4 0 1- 4- 8 Scale: 0.518" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWE 3 VSMO 70404 4 0 1- 4- 8 Scale: 0.614" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWF 3 VSMO 50804 4 0 1- 4- 8 Scale: 0.688" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 19 of 23 Designer: Doug Thompson BC 3-8-4 TC 1-4-83-8-4 3-8-4 1-2-12 4 HO 1-2-12 BC 15-2-0 1-4-8 TC 16-6-8 15-2-0 5-7-6 4 HO 1-3 HO 5-1-14 3- 8- 8 BC 13-6-4 TC 1-4-813-6-4 13-6-4 4-6-1 4 HO 4-6-1 Job: JOB1403208 Mark: VWG 3 VSMO 30804 4 0 1- 4- 8 Scale: 0.772" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWH 1 MON1 150200 4 0 0 Scale: 0.346" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWI 1 VSMO 130604 4 0 1- 4- 8 Scale: 0.403" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 20 of 23 Designer: Doug Thompson 3- 8- 8 BC 11-6-4 TC 1-4-811-6-4 11-6-4 3-10-1 4 HO 3-10-1 BC 9-6-4 TC 1-4-89-6-4 9-6-4 3-2-1 4 HO 3-2-1 BC 7-6-4 TC 1-4-87-6-4 7-6-4 2-6-1 4 HO 2-6-1 Job: JOB1403208 Mark: VWJ 1 VSMO 110604 4 0 1- 4- 8 Scale: 0.462" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWK 1 VSMO 90604 4 0 1- 4- 8 Scale: 0.513" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWL 1 VSMO 70604 4 0 1- 4- 8 Scale: 0.608" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 21 of 23 Designer: Doug Thompson BC 5-6-4 TC 1-4-85-6-4 5-6-4 1-10-1 4 HO 1-10-1 BC 3-6-4 TC 1-4-83-6-4 3-6-4 1-2-1 4 HO 1-2-1 BC 3-4-0 TC 3-4-0 3-4-0 1-6-0 4HO 1-6-0 HO 4-11 Job: JOB1403208 Mark: VWM 1 VSMO 50604 4 0 1- 4- 8 Scale: 0.696" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: VWN 1 VSMO 30604 4 0 1- 4- 8 Scale: 0.780" = 1' LeCesse Construction Company-Stone Quarry Apt roof Job: JOB1403208 Mark: E01 6 MONO 30400 4 0 0 Scale: 0.784" = 1' LeCesse Construction Company-Stone Quarry Apt roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 12/5/2014 3:02:26 PM Page 22 of 23 Designer: Doug Thompson Jason Socola Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/8/14 SEE COMMENTSON R1 RE: OVERHANGS BC 0122-0-0 10-0-0 11-4 TC 13-0-0 13-0-0 2-10-0 HO 2-10-0 HO 2-10-0 +LOAD ASSIST USED TO CALCULATE LOADS+ BC 0122-0-0 2-0-0 2-0-0 2-0-0 2-0-0 1-3-12 7-8 TC 12-0-0 12-0-0 2-10-0 HO 2-10-0 HO 2-10-0 +LOAD ASSIST USED TO CALCULATE LOADS+ BC 31-6-0TC 1040814-9-0 16-9-0 31-6-0 7-1-0 4 HO 1-0-0 HO 1-6-010- 814- 9- 0 16- 9- 01- 2- 0 Job: JOB1403595 Mark: GT01 1*2P FLAT 130000 21000 0 0 Scale: 0.511" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: GT02 7*2P FLAT 120000 21000 0 0 Scale: 0.513" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T01 31 MAN4 310600 4 0 1- 4- 8 Scale: 0.218" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 1 of 11 Designer: Doug Thompson BC 31-6-0 TC 14-9-0 16-9-0 31-6-0 7-1-0 4 HO 1-0-0 HO 1-6-010- 81- 2- 0 BC 27-8-12TC 1-4-8 13-3-0 14-5-12 27-8-12 7-9-0 4 HO 1-6-0 HO 2-11-110- 81-10- 013- 3- 0 14- 5-12 BC 29-2-12TC 14-9-0 14-5-12 29-2-12 7-9-0 4 HO 1-0-0 HO 2-11-114- 9- 0 14- 5-121-10- 0 Job: JOB1403595 Mark: T01G 1 MAN4 310600 4 0 0 Scale: 0.199" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T02 47 MAN4 270812 4 1- 4- 8 0 Scale: 0.246" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T02A 8 MAN4 290212 4 0 0 Scale: 0.256" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 2 of 11 Designer: Doug Thompson BC 20-5-2 7-3-14 TC 1-4-8 13-3-0 14-6-0 27-9-0 7-9-0 4 HO 1-6-0 HO 2-11-0 BC 4-11-12 TC 4-11-12 4-11-12 2-9-15 4 HO 1-2-0 HO 2-9-15 BC 1-6-4 3-5-8 TC 4-11-12 4-11-12 2-9-15 4 HO 2-9-15 HO 1-2-0 Job: JOB1403595 Mark: T02G 1 MAN4 270900 4 1- 4- 8 0 Scale: 0.240" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T02S 48 MONO 41112 4 0 0 Scale: 0.619" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T02SG 8 MONO 41112 4 0 0 Scale: 0.396" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 3 of 11 Designer: Doug Thompson BC 1-6-0 TC 1-6-0 1-6-0 1-6-0 4 HO 1-0-0 HO 1-6-0 BC 1-4-8 8-1-5 TC 9-5-13 8-1-5 6-1-0 4 HO 5-7-8 HO 2-11-1 BC 4-11-12 TC 4-11-12 4-11-12 2-9-15 4 HO 2-9-15 HO 1-2-0 Job: JOB1403595 Mark: T03G 8 MONO 10600 4 0 0 Scale: 0.717" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T04G 1 MON1 80105 4 0 0 Scale: 0.318" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: T04SG 1 MONO 41112 4 0 0 Scale: 0.595" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 4 of 11 Designer: Doug Thompson BC 1-4-8 9-2-0 TC 1-4-810-6-8 9-2-0 3-11-9 4 HO 3-6-1 HO 5-6 BC 8-6-0 TC 1-4-8 8-6-0 8-6-0 2-10-0 4 HO 2-10-0 BC 6-6-0 TC 1-4-8 6-6-0 6-6-0 2-2-0 4 HO 2-2-0 Job: JOB1403595 Mark: VN01 7 MON1 90200 4 0 1- 4- 8 Scale: 0.458" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VN02 7 VSMO 80600 4 1- 4- 8 0 Scale: 0.521" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VN03 7 VSMO 60600 4 1- 4- 8 0 Scale: 0.590" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 5 of 11 Designer: Doug Thompson BC 4-6-0 TC 1-4-8 4-6-0 4-6-0 1-6-0 4 HO 1-6-0 BC 2-6-0 TC 1-4-8 2-6-0 2-6-0 10-0 4 HO 10-0 BC 10-8 9-2-0 TC 1-4-810-0-8 9-2-0 3-9-9 4 HO 3-6-1 HO 5-6 Job: JOB1403595 Mark: VN04 7 VSMO 40600 4 1- 4- 8 0 Scale: 0.746" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VN05 7 VSMO 20600 4 1- 4- 8 0 Scale: 0.816" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VNL01 1 MON1 90200 4 0 1- 4- 8 Scale: 0.473" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 6 of 11 Designer: Doug Thompson BC 8-6-0 TC 1-4-8 8-6-0 8-6-0 2-10-0 4 HO 2-10-0 BC 6-6-0 TC 1-4-8 6-6-0 6-6-0 2-2-0 4 HO 2-2-0 BC 4-6-0 TC 1-4-8 4-6-0 4-6-0 1-6-0 4 HO 1-6-0 Job: JOB1403595 Mark: VNL02 1 VSMO 80600 4 1- 4- 8 0 Scale: 0.521" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VNL03 1 VSMO 60600 4 1- 4- 8 0 Scale: 0.636" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VNL04 1 VSMO 40600 4 1- 4- 8 0 Scale: 0.746" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 7 of 11 Designer: Doug Thompson BC 2-6-0 TC 1-4-8 2-6-0 2-6-0 10-0 4 HO 10-0 BC 1-4-8 13-0-0 TC 10-814-4-8 13-0-0 5-4-14 4 HO 4-11-6 HO 7-6 3- 6-12 BC 1-4-8 13-0-0 TC 14-4-8 13-0-0 4-9-8 4 HO 4-4-0 Job: JOB1403595 Mark: VNL05 1 VSMO 20600 4 1- 4- 8 0 Scale: 0.817" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VS01 1 MON1 130000 4 0 10- 8 Scale: 0.357" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VS02 1 MON1 130000 4 0 0 Scale: 0.390" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 8 of 11 Designer: Doug Thompson BC 1-4-8 12-0-0 TC 1-4-813-4-8 12-0-0 5-5-8 4 HO 5-0-0 HO 1-0-0 3- 6-12 BC 1-4-8 12-0-0 TC 13-4-8 12-0-0 4-9-8 4 HO 4-4-0 HO 4-0 BC 10-10-0 TC 1-4-8 10-10-0 10-10-0 3-7-5 4 HO 3-7-5 Job: JOB1403595 Mark: VSM01 7 MON1 120000 4 0 1- 4- 8 Scale: 0.358" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VSM02 7 MON1 120000 4 0 0 Scale: 0.392" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VSM03 8 VSMO 101000 4 1- 4- 8 0 Scale: 0.466" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 9 of 11 Designer: Doug Thompson BC 8-10-0 TC 1-4-8 8-10-0 8-10-0 2-11-5 4 HO 2-11-5 BC 6-10-0 TC 1-4-8 6-10-0 6-10-0 2-3-5 4 HO 2-3-5 BC 4-10-0 TC 1-4-8 4-10-0 4-10-0 1-7-5 4 HO 1-7-5 Job: JOB1403595 Mark: VSM04 8 VSMO 81000 4 1- 4- 8 0 Scale: 0.534" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VSM05 8 VSMO 61000 4 1- 4- 8 0 Scale: 0.623" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Job: JOB1403595 Mark: VSM06 8 VSMO 41000 4 1- 4- 8 0 Scale: 0.728" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 10 of 11 Designer: Doug Thompson BC 2-10-0 TC 1-4-8 2-10-0 2-10-0 11-5 4HO 11-5 Job: JOB1403595 Mark: VSM07 8 VSMO 21000 4 1- 4- 8 0 Scale: 0.804" = 1' LeCesse Construction Company-Stone Quarry Townhouse A roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:55:10 AM Page 11 of 11 Designer: Doug Thompson PROVIDESIMPSONH10A HURRICANE TIES AT ALL TRUSS BEARING CONNECTIONSASPER TRUSS NOTE7ONDRAWING S103. OVERHANG TAPERS FROM 1'-6"TO1'-0" THIS AREA (DIMENSION TO OUTSIDEOF 2X SUB- FASCIA).(TYP) OVERHANGIS1'-0" THIS AREA. LOWER OVERHANGIS OVERHANG TAPERSFROM 1'-6"TO 1'-0"THIS AREA (DIMENSION TO OUTSIDEOF 2X SUB-FASCIA).(TYP) OVERHANGSTEPS OUT WITH BUMP- OUT.1'-6"FROM EXGTFACEOF WALL TOEXTFACEOF 2X SUB-FASCIA. UPPERROOF OVERHANG1'-6" OVERHANG TAPERS FROM 1'-6"TO1'-0" THIS AREA (DIMENSION TO OUTSIDEOF 2X SUB- FASCIA).(TYP) OVERHANG TAPERS FROM 1'-6"TO1'-0"THIS AREA (DIMENSION TOOUTSIDE OF 2X SUB-FASCIA). Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/8/14 DRAWING NUMBER IS THESAME FOR BUILDINGS A&B; RENAME R1A &R1B? UPPERROOF OVERHANG1'-0" BC 0122-0-0 10-0-0 11-4 TC 13-0-0 13-0-0 2-10-0 HO 2-10-0 HO 2-10-0 +LOAD ASSIST USED TO CALCULATE LOADS+ BC 0122-0-0 2-0-0 2-0-0 2-0-0 2-0-0 1-3-12 7-8 TC 12-0-0 12-0-0 2-10-0 HO 2-10-0 HO 2-10-0 +LOAD ASSIST USED TO CALCULATE LOADS+ BC 31-6-0TC 1040814-9-0 16-9-0 31-6-0 7-1-0 4 HO 1-0-0 HO 1-6-010- 814- 9- 0 16- 9- 01- 2- 0 Job: JOB1403668 Mark: GT01 1*2P FLAT 130000 21000 0 0 Scale: 0.511" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: GT02 7*2P FLAT 120000 21000 0 0 Scale: 0.513" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T01 31 MAN4 310600 4 0 1- 4- 8 Scale: 0.218" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 1 of 11 Designer: Doug Thompson BC 31-6-0 TC 14-9-0 16-9-0 31-6-0 7-1-0 4 HO 1-0-0 HO 1-6-010- 81- 2- 0 BC 27-8-12TC 1-4-8 13-3-0 14-5-12 27-8-12 7-9-0 4 HO 1-6-0 HO 2-11-110- 81-10- 013- 3- 0 14- 5-12 BC 29-2-12TC 14-9-0 14-5-12 29-2-12 7-9-0 4 HO 1-0-0 HO 2-11-114- 9- 0 14- 5-121-10- 0 Job: JOB1403668 Mark: T01G 1 MAN4 310600 4 0 0 Scale: 0.199" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T02 47 MAN4 270812 4 1- 4- 8 0 Scale: 0.246" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T02A 8 MAN4 290212 4 0 0 Scale: 0.256" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 2 of 11 Designer: Doug Thompson BC 20-5-2 7-3-14 TC 1-4-8 13-3-0 14-6-0 27-9-0 7-9-0 4 HO 1-6-0 HO 2-11-0 BC 4-11-12 TC 4-11-12 4-11-12 2-9-15 4 HO 1-2-0 HO 2-9-15 BC 1-6-4 3-5-8 TC 4-11-12 4-11-12 2-9-15 4 HO 2-9-15 HO 1-2-0 Job: JOB1403668 Mark: T02G 1 MAN4 270900 4 1- 4- 8 0 Scale: 0.240" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T02S 48 MONO 41112 4 0 0 Scale: 0.619" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T02SG 8 MONO 41112 4 0 0 Scale: 0.396" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 3 of 11 Designer: Doug Thompson BC 1-6-0 TC 1-6-0 1-6-0 1-6-0 4 HO 1-0-0 HO 1-6-0 BC 1-4-8 8-1-5 TC 9-5-13 8-1-5 6-1-0 4 HO 5-7-8 HO 2-11-1 BC 4-11-12 TC 4-11-12 4-11-12 2-9-15 4 HO 2-9-15 HO 1-2-0 Job: JOB1403668 Mark: T03G 8 MONO 10600 4 0 0 Scale: 0.717" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T04G 1 MON1 80105 4 0 0 Scale: 0.318" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: T04SG 1 MONO 41112 4 0 0 Scale: 0.595" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 4 of 11 Designer: Doug Thompson BC 1-4-8 9-2-0 TC 1-4-810-6-8 9-2-0 3-11-9 4 HO 3-6-1 HO 5-6 BC 8-6-0 TC 1-4-8 8-6-0 8-6-0 2-10-0 4 HO 2-10-0 BC 6-6-0 TC 1-4-8 6-6-0 6-6-0 2-2-0 4 HO 2-2-0 Job: JOB1403668 Mark: VN01 7 MON1 90200 4 0 1- 4- 8 Scale: 0.458" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VN02 7 VSMO 80600 4 1- 4- 8 0 Scale: 0.521" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VN03 7 VSMO 60600 4 1- 4- 8 0 Scale: 0.590" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 5 of 11 Designer: Doug Thompson BC 4-6-0 TC 1-4-8 4-6-0 4-6-0 1-6-0 4 HO 1-6-0 BC 2-6-0 TC 1-4-8 2-6-0 2-6-0 10-0 4 HO 10-0 BC 10-8 9-2-0 TC 1-4-810-0-8 9-2-0 3-9-9 4 HO 3-6-1 HO 5-6 Job: JOB1403668 Mark: VN04 7 VSMO 40600 4 1- 4- 8 0 Scale: 0.746" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VN05 7 VSMO 20600 4 1- 4- 8 0 Scale: 0.816" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VNL01 1 MON1 90200 4 0 1- 4- 8 Scale: 0.473" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 6 of 11 Designer: Doug Thompson BC 8-6-0 TC 1-4-8 8-6-0 8-6-0 2-10-0 4 HO 2-10-0 BC 6-6-0 TC 1-4-8 6-6-0 6-6-0 2-2-0 4 HO 2-2-0 BC 4-6-0 TC 1-4-8 4-6-0 4-6-0 1-6-0 4 HO 1-6-0 Job: JOB1403668 Mark: VNL02 1 VSMO 80600 4 1- 4- 8 0 Scale: 0.521" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VNL03 1 VSMO 60600 4 1- 4- 8 0 Scale: 0.636" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VNL04 1 VSMO 40600 4 1- 4- 8 0 Scale: 0.746" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 7 of 11 Designer: Doug Thompson BC 2-6-0 TC 1-4-8 2-6-0 2-6-0 10-0 4 HO 10-0 BC 1-4-8 13-0-0 TC 10-814-4-8 13-0-0 5-4-14 4 HO 4-11-6 HO 7-6 3- 6-12 BC 1-4-8 13-0-0 TC 14-4-8 13-0-0 4-9-8 4 HO 4-4-0 Job: JOB1403668 Mark: VNL05 1 VSMO 20600 4 1- 4- 8 0 Scale: 0.817" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VS01 1 MON1 130000 4 0 10- 8 Scale: 0.357" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VS02 1 MON1 130000 4 0 0 Scale: 0.390" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 8 of 11 Designer: Doug Thompson BC 1-4-8 12-0-0 TC 1-4-813-4-8 12-0-0 5-5-8 4 HO 5-0-0 HO 1-0-0 3- 6-12 BC 1-4-8 12-0-0 TC 13-4-8 12-0-0 4-9-8 4 HO 4-4-0 HO 4-0 BC 10-10-0 TC 1-4-8 10-10-0 10-10-0 3-7-5 4 HO 3-7-5 Job: JOB1403668 Mark: VSM01 7 MON1 120000 4 0 1- 4- 8 Scale: 0.358" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VSM02 7 MON1 120000 4 0 0 Scale: 0.392" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VSM03 8 VSMO 101000 4 1- 4- 8 0 Scale: 0.466" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 9 of 11 Designer: Doug Thompson BC 8-10-0 TC 1-4-8 8-10-0 8-10-0 2-11-5 4 HO 2-11-5 BC 6-10-0 TC 1-4-8 6-10-0 6-10-0 2-3-5 4 HO 2-3-5 BC 4-10-0 TC 1-4-8 4-10-0 4-10-0 1-7-5 4 HO 1-7-5 Job: JOB1403668 Mark: VSM04 8 VSMO 81000 4 1- 4- 8 0 Scale: 0.534" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VSM05 8 VSMO 61000 4 1- 4- 8 0 Scale: 0.623" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Job: JOB1403668 Mark: VSM06 8 VSMO 41000 4 1- 4- 8 0 Scale: 0.728" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 10 of 11 Designer: Doug Thompson BC 2-10-0 TC 1-4-8 2-10-0 2-10-0 11-5 4HO 11-5 Job: JOB1403668 Mark: VSM07 8 VSMO 21000 4 1- 4- 8 0 Scale: 0.804" = 1' LeCesse Construction Company-Stone Quarry Townhouse B roof Online Plus™ © Copyright MiTek® 1996-2014 Version 30.0.033 Multiple Drawings per Page 11/22/2014 10:56:43 AM Page 11 of 11 Designer: Doug Thompson DRAWING NUMBER IS THESAME FOR BUILDINGS A&B; RENAME R1A &R1B? SEE REVIEW COMMENTS FOR BUILDINGA Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/8/14 Jason Socola Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/12/14 Sheet:1of 1 BIRDSMOUTHCUT allowed at lowend of joist only Note roof cross slope of 1/12 1'-6"OVERHANG END OVERHANG VARIES; 1'-6"AT ENDSTO1'-0"AT CENTER OF LOW ROOF Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ DLE 12/12/14 X Sheet:1of 1 BIRDSMOUTH CUT allowed at low end of joist only SIM TO R9.THIS IS A RIDGE OVERHANG ON THIS SIDE. Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/12/14 both sides SPACE JOISTS TO ALLOW SHEAR/ BEARING WALL TO EXTEND TO DECK. SEE 10/S109.(TYP)PROVIDE TIE- DOWNSPER 3/S108 THIS LOCATION. PROVIDE TIE- DOWNSPER 3/S108 THIS LOCATION. MONTGOMERYENG TOVERIFY THATTIE- DOWN IS NOT REQUIREDWITH LVL EXTENDEDTO CORRIROR PROVIDE TIE- DOWNSPER 3/S108 THIS LOCATION. GCTO CONFIRM LOCATION OFTHIS OPENING LVL GIRDER ADDED BY CONTRACTOR- NOT IN STRUCTURAL DRAWINGS. Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/12/14 both sides PROVIDE JOIST BLOCKINGAT RECESSED THIRD FLOORWALL ABOVE Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X DLE 12/12/14 - , CONSTRUCTION The Power of Partnership Job: 14-0298 Stone Quarry Apartments 400 Spencer Road Ithaca, NY Spec Section No: 061736-2.2A Submittal No: Revision No: R1 Sent Date: '10.29.14 Required From Sub: Approved By Architect: Spec Section Title: Wood Panel Product Sheathing Submittal Title: Sheathing PD Subcontractor: WM B Morse Lumber Primary Contact: Todd Cymerman Phone Number: 585-721-5029 Supplier/Manufacturer: If this box Is checked thls submittal may differ from the plans and specs because (here ie a contract clarlficallon that applies to this submittal. Notes: Includes: Roof, Walls, Floor, and Fire treated sheathing Revision #1 General Contractor: LECESSE Construction Services LLC El 75 Thruway Park Drive West Henrietta, NY 14586 Ph : 585-334-4490 Subcontractor Stamp LECESSE Stamp I HAVE PERSONALLY REVIEWED THIS SUBMITTAL AND IN MY ESTIMATION THIS DOCUMENT FULFILLS THE INTENT OF THE PLANS AND SPECIFICATIONS AND IS APPROVED FOR SUBMISSION. LECESSE CONSTRUCTION SERVICES LLC BY: Jason Socola Architect/Engineer Stamp ^ - , ^ NIANITIFACTUREN Huber Engineered Woods LLC 10925 David Taylor Drive, Suite 300, Charlotte, NC 28262 800-983-9220 www.advnmoc»porformo.com'wwv^hubnmvchit:ot|ihnaryoom Technical Service Hotline: 800-yn3-Snnoext. o710 BASIC USE AND:APPL]CATIONS AdvanTechwflooring isa engineered panel designed to replace plywood and commodity oriented strand board (OSB) floor sheathing. Fabricated in highly -controlled production facilities utilizing advanced resn technology, AdvanTech flooring exhibits higher strength, greater stability, and enhanced moisture resistance. Advanlech flooring far exceeds the code minimums representing other subfloor products, providing owners with a more stable Soor and builders with a more reliable product that retains its qualities under environmental exposure dunng constructon. AdvanTech flooring is nailed or screwed to floor frarning members; long edges aro preclsion tongue and -groove, and the panel surface is fully sanded. Using a polyurethane or solvent based subfloor adhesive is recommended for optimal performance. Panels are avaabIe in 5 performance categories for a wide range of conditions. !,., ESAMRATING� AdvanTech fooring panels are available in nominal 4 by 8 foot' sheets ri the following DOC PS 2 8iny|rf}oo,npan ratings and performance categories. All panels are Exposure 1. • 20 oc, 19/32 Performance Category • 24 oc, 23/32 Performance Category • 32 oc, 7/8 Performance Gategory • 32 oc, 1 Performance Category • 48 oc, 1-1/8 Performance Category Third party independent cornpliance testirig of AdvanTech flooring by Timberco, Inc. (TECO). *Actual face dimensions are apx, 47 1/2" x 95 7/8" The FLAT OUT BEST'' for a quiet, stiff floor, Superior Design Strength Superior Design Stiffness Superior Moisture Resistance --H'i-gher Density ____ Provides a quality, stiff floor Outperforms plywood and commodity OSB sheathing to minimize floor »""="""«"n"°°«" Minimizes swelling, warping, cupping, and delaminating Greater nail and screw holding power �NEFIA DESGNCC) F°,: UT CMS • Low Emitting Material: No added urea formaldehyde o,vocconstituents. • UiainabIe Forestry Initiative Certified Wood Harvested, transported, manufactured, and distributed utilizing sustainable practices. • Renewable Forest Resources: Composed of primarily young growth bio -based resources. o Regional Materials: Made in the United States at one of our 4 regional manufacturing facilities. " Credit IEC) 4.4Low-Emitting Materials, Composite Wood and Agrifiber: AdvanTech contains no added urea formaldehyde. o C,edit MR51or5.zRegional Materials: Materials harvested, processed, and manufactured within 500 miles of project site. " Credit MRn2Environmentally Preferable Products —Local Production (TEED for Hon,es). APPLICATION SUBSTRATE Before begmn|ng |nma|mtion, verify frarning is properly spaced and aligned to continuously support panel edges. Install AdvanTech flooring inaccordance with: • AdvanTech installation instructions • ICC -ES ESR 1785;23/32only) • Designer -of -Record, code official or authority having jurisdiction. Tongue and groove edges are self -spacing; panel ends should be spaced 1/8 inch (3 mm) apart. Space panel joints at expansion joints at spacing equal to spacing of structural supports. |NSTs^LxT|Omx0ETIIODS AdvanTech flooring can be installed over wood or cold -formed metal floor framing. Install over wood using nail or screw fasteners, and over metal with screw fasteners. Subfloor adhesive in recommended for all applications. Fasteners: As approved byapplicable building code. Fasteners shoud penetrate wood members minimum 1 inch (25.4 mm). Install fasteners J@inch (9.5mm) m1/2inch (1oJmm) from panel edges. Space fasteners 6 inches (152 mm) on centers on supported panel ends and 12 nches (305 mm) on centers at intermediate support locations. AdvanTech flooring panels have a fastening guide for 16 inch (406 mm), 18.2inch (480mn). and 24 inch (610 mm) on center fastener iocations printed on the panel surface. Adhesives: Polyurethane or solvent -based subfloor adhesives conforming to APA AFG-01 or ASTM D3498. For projects requiring low-Vl}C adhesiven, consult adhesive manufacturer for compliant products. Apply a single 1/4 inch (6 mm) bead on floor framing, and double bead on framing members supporting ends of two panels. FINISHED FLOOD ApPnCAT|OWS Field -applied sealers or water repelients are not required and not recommerided for use overAdvanTech flooring. • Typical Residential Carpet and Pad: May be installed directly over AdvanTech flooring. • Commercial Carpet, VCT, and Sheet Vinyl: Minimum 1/4 inch (6 mm) thick plywood underlayment per flooririg manufacturer recommendations. • Hardwood: Apply 4f15 felt or equivalent per flooring manufacturer recommendations. • Ceramic Tile: Apply underlayment as required by ANSI Al 08. Iristall tile and underlayment in accordance with TCNA installation methods. • Gypsum Coricrete Underlayment: Apply directly over primed AdvanTech flooring foliowing underlayment manufacturer's instructions. STORAGE AND HANDLING Store and handle products according to manufacturer's written recommendations. Support panel bundies off the ground. Cover stored panels with weatherproof protective material; allow sides of protective material to remain loose to assure adequate air circulation. In high moisture conditions, cut bundle banding to prevent edge damage to panels. AVAILABILITY Huber Engineered Wood's AdvanTech flooring panels are manufactured at multiple Iocations in the U.S. and are available through distributors nationwide. Visit advantechperforms.com or contact Huber Engineered Woods for a retailer near you. WARRANTY AdvanTech is guaranteed not to delaminate nor require sanding, based on the National Wood Flooring Association's recommendations for floor flatness, for 500 days after purchase in addition to a Lifetime limited warranty against manufacturing defects. See the AdvanTech warranty on advantechperforms.com for Iimtations and restrictions. NOTES AND LIMITATIONS When a building's uninterrupted floor Iength or width exceeds 80 -feet, designers should incorporate expansion joints to accommodate the cumulative effect of incremental pan& expansion. This is an industry recommendation and is not unique to Advanlech. • Do not paint with water-based coating such as atex paints. • Do not use water -sealers. • Do not use in permanent exterior applications. • Do not use salt -based ice melts. TECHNICAL SERVICES Detailed information including specifications, product |itomtun,, test reports, installation inatmmionn, and special applications is available through Huber Engineered Woods. Please visit advameohperfornnnzomo,call (8O0)S33'S2u0ext. n710tnspeak to a technical representative. mES0UIcES Section 06 16 00 SHEATHING guide specification for AdvanTech flooring and Sheathirig products in CSI 3 -part format is available at advanmchperfnrmnzomu,huhormnnhitect|ih/ery.00m, Bending Stiffness, El Advantech: (lbf-ina/ft) 383,800 Bending Strength, FbS Advantech: (lbf-inift) 1,250 _____ 300k/330k 770 'For 23/02inch thick banei, primary strength axis. For design capacities, secrion properties, and Photworti values refer to 2012 Pawl Design Speciricaeori. ©2013 Huber Engineered Woods Lira AdvanTech11 is a registered trademark of Huber Engineered Woods LLG Huber is a registered trademark of 0.10L Huber Corporation 933 20 advatitechptztrictrills.coill HUB -6520 07/13 From: "Mathews, Aaron" <Aaron.Mathewshuber.com> Subject: Fwd: Advantech Date: July 11, 2014 at 12:04:26 PM EDT To: "Daniel D. Farr" <ddfarrpaol.com> Will this work? Aaron Mathews North East Business Development Manager _ 440-241-3401 Aaron.Mathews@Huber.com Begin forwarded message: From: "Emery, Gregory" <Gregory.Emerv@huber.com> Date: July 11, 2014 at 11:50:19 AM EDT To: "Mathews, Aaron" <Aaron.Mathews@huber.com> Subject: Re: Advantech Aaron, We do not have an official tech bulletin on Structural 1 AdvanTech. For those requesting info, I have been sending out the following language: Thank you for inquiring about AdvanTech subflooring, Huber Engineered Woods is now stamping 23/32" AdvanTech as Otructural 1 rated) panel. This transition came into effect at the start of April 2014, so a majori -o-fthg. currently stocked subflooring will be without the Structural 1 stamp. However, all product in stock carries a Structural 1 rating, even if it is not stamped. Nothing has changed in the manufacturing process during this transition. AdvanTech still provides the same strength, stiffness and moisture resistance. Please note that Structural 1 is a designation that is provided for wall and roof sheathing panels, and does not typically apply to single -floor rated panels like AdvanTech subflooring. However, to meet architectural specifications where Structural 1 is called out for subflooring panels, AdvanTech is now being stamped with Structural 1 in the panel grade stamp. Please let me know if you have any questions. Thank you, Greg Technical Tip Formaldehyde - AdvanTech® and ZIP System@ Panels ENGINEERED WOODS AdvanTech® and ZIP System® panels are manufactured in accordance with the product standard, PS2, Performance Standard for Wood -Based Structural -Use Panels. The adhesives used to produce AdvanTech and ZIP System panels are a combination of exterior type phenol formaldehyde (PF) and isocyanate resins. During manufacturing, PF resins are exposed to heat and pressure. This heat and pressure cures the resin into nonreactive and stable material. Isocyanate resins contain no formaldehyde. Questions or concerns associated with formaldehyde are typically associated with products manufactured using urea formaldehyde such as particleboard, hardwood plywood and MDF moldings. Products manufactured by Huber Engineered Woods do NOT contain any urea formaldehyde. According to the U.S. Department of Housing and Urban Development (HUD), the emission levels for structural wood panels manufactured using; phenol formaldehyde are too low to be considered significant. Because of the low emission levels, U.S. HUD has exempted phenolic -bonded wood structural panels from required testing and certification. The California Air Resources Board (CARB) Air Toxic Control Measure for Wood Products that went into effect on January 1, 2009 is arguably the most restrictive regulation in the United States governing formaldehyde emissions. Sections 93120(b) and 93120.1(a)(8) define the products covered by this regulation as hardwood plywood, particle board and medium density fiberboard. Oriented Strand Board (OSB) such as AdvanTech and ZIP System panels are exempt from this regulation. Please contact our technical services department at 800-933-9220 with any questions or comments. Resources: 1. APA — The Engineered Wood Association, Wood Facts, Formaldehyde Emissions and Exemptions. 2. Structural Board Association, Technical Bulletin, Negligible or Non -Existent Formaldehyde Emissions from OSB Panels. 3. TECO, Tech Tips, Formaldehyde Emission from Wood -Based Panels. 4. California Air Resources Board, Airborne Toxic Control Measure to Reduce Formaldehyde Emissions from Composite Wood Products. Huber Engineered Woods, LLC, 10925 David Taylor Drive, Suite 300, Charlotte, NC 28262 Tel: 800-933-9220, Fax: 704-547-0739 www.advantechperforms.com www.zipsystem.com Effective March 1, 2010 Technical Library Search Results 1 Huber Engineered Woods Page 1 of 2 PRODUCT LINE FA—clvanTech Have a technical question? Call: 1.800.933.9220 Ex 2716 E-mail: Home 1 AboutHuber 1 Where to Buy 1 News & Events Contact Us Careers 1 My Huberwood OTHER PRODUCTS LEARNING CENTER search TECHNICAL MEDIA CENTER INFO search technical library TECHNICAL LIBRARY SEARCH RESULTS Showing search results for "HUD" How should I fasten AdvanTech panels? FLOORING INSTALLATION: Glue with nails or screws should be used to ensure greater floor stiffness. Gluing helps eliminate nail -popping and floor squeaks. Huber Engineered Woods recommends using polyurethane or solvent -based adhesives that conform to industry standard APA AFG-01 or ASTM D 3498; follow manufacturer's recommendations, Before each panel is placed, a line of adhesive should be applied to the top of the joist. A min. 1/4" bead of glue is recommended. Fasteners should penetrate framing members at least 1". Apply fasteners 3/8" from panel edges. Space fasteners 6" o.c. on supported edges (4' ends) and 12" o.c. at intermediate support locations. Ensure that all corners are securely fastened. Note: 1-1/8" panels spaced 48" o.c, should be fastened 6" o.c. at intermediate support locations. Use 8d ring shank nails, screw shank nails or #8 wood screws for panels up to %" thick and 10d ring shank nails, screw shank nails or #9 wood screws for panels thicker than �". SHEATHING INSTALLATION: UeominimumOdoommonnai|shorpeno|s1/2''or|eoa.Uoominimum8doommonnoi|nforpano|o 5/8''(o1^ Other code -approved fasteners may be used when roof construction is not required to meet diaphragm or shearwall strength criteria complying with HUD/FHA UM 25d. Apply fasteners 3/8" from panel edges. Space fasteners 6" o.c. along supported edges, 12" o,c, at intermediate supports, Ensure that all corners are securely fastened. For 48" o,c,, all fastener spacing should be8^o.o. Check local code provisions for high wind areas. Note: AdvanTech sheathing is not recommended for residential siding. Go Download Queue (0) Are AdvanTech subfloor and sheathing panels approved by building codes? AdvanTech panels are manufactured in conformance with PS -2, Performance Standard for Wood- BasedStructuro|'UoePmne|a.AdvonTouhpane|samoortifiedbyTECO.AUoocmdi0adpmducts bear the stamp of a qualified inspection and testing agency, such as PFS, APA or TECO Panels certified to PS -2 are code accepted by the ICC -ES as provided in ER'5657. Panels may bear stamps certifying conformance to both PS -2 and CAN/C8A-0825. CS4+0325 is a panel conformance standard maintained by the Canadian Standards Association. AdvanTechq> panels are certified to be in conformance with requirements for U,S. Department of Housing and Urban Development (HUD/FHA) Use of Materials Bulletin #UM -40C within the stamp. 10/29/2014 Load-Load-Snan Tables fo ENGINEERED WOODS dvariTech I + Panels Load -span tables provided in this document are applicable to AdvanTech® VIP+® panels manufactured by Huber Engineered Woods LLC. Design capacities recognized in ICC Evaluation Service Legacy Report ER -1785 were used in developing the load -span tables. The design assumptions used to develop the load -span tables are reviewed in this document, and adjustment factors are provided for applications in which the design conditions differ from those assumed. The information provided in this document should be considered in its entirety when specifying AdvanTech VIP+ panels for specific applications. Property Standardization and Product Certification The Voluntary Inspection Program (VIP), developed by the PFS Research Foundation (www.pfsrf.org), requires monitoring of product properties by an independent third -party organization. Physical and mechanical properties of AdvanTech panels certified as VIP are standardized to common levels across various manufacturing facilities. Property standardization is a prerequisite for development of design capacities. AdvanTech VIP+ panels are also certified as conforming to U.S. Department of Commerce Voluntary Product Standard PS2. The plus symbol "+" appended to the VIP designation indicates that design capacities are superior to those of commodity PS2 panels. Independent third - party services for both VIP+ and PS2 certification are provided by TECO Corporation (IAS AA -654, www.tecotested.com). Installation Requirements Installation recommendations for AdvanTech VIP+ panels are posted on the Huber Engineered Woods website (www.huberwood.com). For specific applications, such as for roof sheathing in high wind areas, local building code provisions may be more restrictive than the recommendations of Huber Engineered Woods. Installation provisions provided in the model building codes and ICBO ES ER -5637 for products certified to PS2 should also be checked. For applications in which multiple and conflicting installation requirements exist, the most restrictive installation requirements shall apply. TABLE 1. Uniform Load Table' for AdvanTech' Span Rating Thickness In) AT 1.10 Sir c1 1 32116 AT 1.10 Strum 1' 40/20 5/8 AT 1.10 20 oc AT 1.10 24 es AT 1.05 24 oc Load Governed' By Li360 L'240 1/160 Bending Shear Lr360 U240 1/180 Bending Sho.0 1/360 1240 0180 Bending Shear 1/36 L/240 L/180 Bending Shear 14360 L/240 Li160 Bending Shear P: Toads In 12 552 873 1,164 554 533 1,114: 1,671; 2,227 667 1,0131 1,547 2062 796 1tQ 1 2,452 3,269' 1083; 743 1,670' 2,505 3,339 1,042 695 -span 16 219 328 436 312 366 620 838 485 483 582 776 448 462 bl 922 1,231 P sf Slrengh Axis Perpendicular 10 Supports (Inches, Center -to -Center of Supports) 192 120 180 240 216 316 229 344 458 337 396 424 311 379 505 673 423 38 441 344 942 516 256 687 86 03 407 412 span' 3 -span' TABLE 2. UnlfOl Span Rating AT 1.10 Struct 1 32/16 AT 1.10 Struct 1 40/20 AT 1.10 20 oc Thickness (in) 1/2 548 19/32, 543 58 87 116 139 249 167 222 216 311 103 154 199 298 1,, 244 326 271 347 166 250 333 260 324 -1114/1 ad Table' for AdvanTech VIP+.loads In pef, 0 1 0 AT 1.10 24 oc AT 1.05 24 oc 23/32,3/4 23/32, 3/4 14 us Spans Load Governed By 12 L/720 291 L+600 349 1/480 436 Bending 554 Shear 533 L/720 557 U600 668 L/480 835 Beuding :.3 Shear L/720 L4600 1/480 Bending Shear Li�i� L/600 1/480 Bending Shear 7 516 619 773 796 830 9B1 1,226 1 ,1:s 16 1019 131 164 312 209 251 314 465 483 194 233 291 448 462 LA20 835 1/600 1,002 L/480 1,252 Bantling 1,042 Shear 895 3 -span s, minimum pang 28 43 57 196 54 82 109 138 246 120 160 173 274 82 122 163 167 256 ppll4d 2 23 35 46 78 184 44 67 99 121 230 41 62 82 112 220 20 31 41 49 156 39 58 78 77 195 36 54 72 71 185 98 66 130 114 152 96 2W 2 217 67 1 133 146 239 3 -span,,,. 68 117 93 203 ppn Strengh Ails Perpendicular to Supports (Inches, Center.o•Center of Supports) 19.2 24 60 29 72 35 90 44 216 139 316, 249 115 56 138 172 337 395 106 127 159 311 379 67 83 216 311 30 14 17 21 B9 196 27 33 41 138 246 12 14 17 78 184 22 27 33 121 230 21 25 31 112 40 Strength Axis Parallel to Supports (Inches, Center•to-Center of Supports), 15 22 29 40 140 28 42 56 62 175 26 39 52 57 167 4 62 82 78 194, 42 63 10 14 19 28 121 18 27 37 A3 151 252 378's 506 333 533 4961 744 992 521': 7d , 16 24 56 19 83 28 111 38 84 30 386 175 187 63 280 94 373 126 293 104 483 299 1172 268 87 345 116 270 ' 96 462 286 84 75 182 span" as indicarod 36 19 23 29 77 195 18 22 27 71 166 40 9 11 40 140 14 17 21 62 175 13 16 19 57 167 202 98 252 122 423 271 441 347 172 206 258 407 412 3 -span' 83 100 125 260 r4 a114N1::. 48 60 173 274 49 152 256 33 40 50 146 239 asp 34 43 96 217 29 35 44 93 203 2 -span 25 31 78 194 21 25 31 75 162 -span Indicated S 27' 41 55 62 157 ; sp_ an 46__ 28 121 9 11 14 43 151 8 10 13 40 145 16 20 54 168 13 16 21 52 157 2 -spanµ 4u 1436 654'i 743 67.4 1,011' 1,349 254 381 128 507 171 333 i 118 50 111 3 spari rr2 $pr i Strength Axis Parallel to Supports (Inches, Center -to -Center of Supporta) 12 126 151 189. 333 533 pl 16 26 33 42 84 283 93 112 140 293 275 103 343 1 479 270 462 13 431 162 538 203 654 368 743 538 337 405 5()6 592 695 127 152 190 333 5(701 3, span information 2/7 © 2005 Huber Engineered Woods, LLC April 2008 - HUB 160c 2 11 14 30 175, 31 38 47 104 299_ Jason Socola From: Merritt Kline <merritt.kline@apawood.org> Sent: Wednesday, October 29, 2014 1:21 PM To: Jason Socola Cc: cldaniel@gapac.com Subject: RE: Georgia Pacific Plywood formaldehyde content That is correct. HUD CFA 3280308 explicitly excludes testing requirements for plywood made exclusively with phenol, formaldehyde adhesives. Regards, Merritt Kline Product Support Specialist Wood Products Support Help Desk APA 253-620-7400 (phone) 253-565-7265 (fax) merritt.kline@apawood.org www.APAwood.org Disclaimer Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this communication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which its member's products are used, APA cannot accept responsibility of product performance or designs as actually constructed. Original Message From: Jason Socola[mailto:isocol@LECESSEconstruction.cnrn] Sent: Wednesday, October 29, 2014 8:44 AM To: Merritt Kline Subject: RE: Georgia Pacific Plywood formaldehyde content So if I read correctly, any product bearing the APA stamp and PS1 is compliant within the HUD CFR 3280? Original Message From: Merritt Kline[nailto:merritt.klineapawood.or°g] Sent: Wednesday, October 29, 2014 11:15 AM To: Jason Socola Cc: cldaniel@gapac.com Subject: RE: Georgia Pacific Plywood formaldehyde content Attached is the document detailing wood structural plywood formaldehyde contenet as we discussed. Also attached is a datasheet describing APA Rated Sheahting panels. This datasheet is often used for submittal purposes. I hope this information will be of assistance to you. If we can supply you with further information please let us know. Regards, 1 Formaldehyde and Engineered Wood Products NumberJ330A June 2013 Formaldehyde is a naturally occurring organic airborne chemical that can be synthesized for use in certain industrial uses such as adhesives used for wood products and in the manufacture of many other household goods such as medical products, carpets and cosmetics. Because elevated levels of formaldehyde may lead to health concerns, regulations exist to limit exposure. These P Jac tli le limits on formaldehyde emissions from some types of wood products. In addition, l....formaldehyde. some green building specific utnns create preference tor low emitting products. This Technical Moue provides facts on formaldehyde and regulations applicable to cttgiueeix'd wood products. FORMALDEHYDE At room temperature, formaldehyde is a colorless gas which has a pungent smell at higher concentrations. Small amounts of formaldehyde are naturally produced by humans, animals and plants and may be emitted by fruits, veg- etables, trees and raw wood. Formaldehyde is naturally present in outdoor air. Compared to rural air, urban outdoor air concentrations of formaldehyde are typically higher due to human activities such as traffic and other combustion sources. Indoor air may contain formaldehyde from products that emit formaldehyde as well as from combustion sources such as cigarette smoking, cooking or heating fuels. Table 1 shows levels of formaldehyde exposure measured from some typical household activities. When formaldehyde is emitted into air, it is broken down into carbon dioxide, usually within hours. Formaldehyde is naturally attracted to water, where it is readily absorbed and breaks down. Formaldehyde does not build up in humans or plants. Further information on formaldehyde is cited in the reference section of this publication. WHAT IS FORMALDEHYDE? Formaldehyde is a simple chemical made of hydrogen, oxygen, and carbon. It occurs naturally, and is the product of many natural processes. It is made by human bodies and is in the air. Plants and animals also produce formaldehyde. It is in many fruits and vegetables, and is a byproduct of cooking certain vegetables, such as brussel sprouts and cabbage. This chemical breaks down quickly and is metabolized to simple carbon dioxide. Our bodies readily break down the low levels to which people are exposed everyday. Hydrogen Hydrogen Formaldehyde is also a product from combustion associated with the burning of kerosene and natural gas; automobile emissions; and cigarettes. It is an important industrial chemical used in the manufacture of numerous consumer products, including permanent press fabrics and even toothpaste. A: PA Formaldehyde and Engineered Wood Products' TABLE 1 VARIOUS FORMALDEHYDE EXP S RE LEVELS Expected Exposure, Footnote Source/Description parts per billion (ppb) (see below Painting a 12 ft x 12 ft x 9 ft room 968 (o) Wallpapering a 12 ft x 12 ft x 9 ft room 2051 (a) Walk-in closet with 20 ermanentshirts u �) p press(washed) 231 (b) Broil fish using a gas or electric range 105 (c) Gas range in self -clean mode 337 (c) Electric range in self -clean mode 183 (c) One cigarette in small room �� _ _ . 49 (d) Human breath Around 2 (e) Typical indoor air 10-30 (f) Urban air 5-100 — Rural air 0.8-5 Raw wood (emission chamber) 20 (a) Calculated from data taken from the Batelle report for the California Air Resources Board, Determination of Formaldehyde & Diisocynate Emission from Residential Indoor Sources, Contract No. 93-9315, Final Report 1996. (b) This example is calculated from data for washed permanent press shirts from the Battelle report for the California Air Resources Board, Determination of Formaldehyde & Diisocynate Emission from Residential Indoor Sources, Contract No. 93-9315, Final Report 1996. (c) Indoor Air Quality Residential Cooking Exposures Final Report, prepared for the California Air Resources Board, CARB Contract Number 97-330, prepared by Ray Fortmann, Peter Kariher, and Russ Clayton, ARCADIS, Geraghty & Miller, Inc, November 30, 2001. (d) Reference taken from the International Programme on Chemical Safety, Environmental Health Criteria 89 published under the joint sponsor- ship of The United Nations Environment Programme, The International Labour Organization, The World Health Organization, Geneva, 1989. (e) Mass Spectrometric Profile of Exhaled Breath — field study by PTR -MS, Berthold Moser, Florian Bodrogi, Guenther Eibl, Matthias Lechner, Josef Rieder, Philipp Lirk, 2004. (f) Interim Findings on Formaldehyde Levels in FEMA -Supplied Travel Trailers, Park Models and Mobile Homes from the Centers for Disease Control and Prevention, February 29, 2008. FORMALDEHYDE STANDARDS AND REGULATIONS OF WOOD PRODUCTS Because some adhesives used to produce composite wood products contain formaldehyde, limits on emissions from pressed wood products have been developed in product standards and state and national regulations. In the U.S., form- aldehyde regulations of composite wood atsAdWas I ttgatl in the early 1980s for particleboard and decorative plywood panels used in mobile homeUD CFR 3280 318)Data indicated that emission levels from moisture resistantphenol formaldehyde adhesives used (qtr structural plywood were very low; therefore the HUD regulations explicitly excluded plywood made with phenol formaldehyde adhesives. Form No. J330A • © 2013 APA – The Engineered Wood Association • www.apawood.o Formaldehyde and Engineered Wood Products U.S. FORMALDEHYDE REGULATIONS APPLICABLE TO OTHER WOOD PRODUCTS 1. U.S. HUD Manufactured Home Construction and Safety Standard (CFR 3280.308) This standard specifies a 0.20 ppm emission limit for plywood and a 0.30 ppm limit for particleboard when tested with the ASTM E1333 Large Chamber Method. The intent was to regulate the specific nonstructural panel types. Testing during development of the regulation confirmed PS 1 structural plywood readily meets the plywood emission limit; therefore the regulation explicitly exempts phenolic bonded plywood from ongoing testing and certification. Therefore, the engineered wood products in Table 2 are either not covered by, or are explicitly exempt from, the HUD regulation. 2. California Air Resources Board (CARB) Air Toxic Control Measure (ATCM) for Composite Wood Products This regulation was developed by a division of the California EPA and took effect in 2009. The scope of the standard covers particleboard, MDF and hardwood plywood, The demonstrated low emission levels of the engineered wood products listed in Table 2, led the CARB regulation to explicitly exempt structural plywood specified to PS 1, structural panels specified to PS 2, OSB specified to PS 2, structural composite lumber specified to ASTM D5456, structural glued -laminated timber specified to ANSI A190.1 and prefabricated wood I -foists specified to ASTM D5055. 3. U.S. Formaldehyde Standards for Composite Wood Products Act This Federal Act was signed into law July, 2010 and instructs the EPA to publish implementation rules by January 2013, The act mirrors the standard previously established by the California Air Resources Board and it explicitly exempts structural plywood specified to PS 1, structural panels specified to P5 2, OSB specified to P5 2, structural composite lumber specified to ASTM D5456, structural glued -laminated timber specified to ANSI A190.1 and prefabricated wood 1 -foists specified to ASTM D5055. INTERNATIONAL REGULATIONS FOR ENGINEERED WOOD PRODUCTS Wood product standards in other countries often group structural and nonstructural panel types into a common standard, whereby the moisture resistance and formaldehyde emission characteristics are evaluated to specific criteria, Some U.S. Engineered Wood Products have been evaluated to these international formaldehyde emission standards. Following are summary conclusions. 1. Japanese Agricultural Standards (JAS). The JAS standards use the JIS A1460 test method that measures the emissions for wood products when enclosed in a desiccator, The most stringent formaldehyde limit is the F**** designation whereby the product must have average emission level below 0,30 mg/1, U.S, structural plywood (PS 1 or P5 2), OSB (PS 2), structural glued -laminated timber (ANSI A190.1) and Laminated Veneer Lumber (LVL) easily and consistently meet the F**** requirements when evaluated to the respective JAS standard. This formaldehyde regulation is considered one of the most stringent limits in the world.. 2. OSB and plywood panels sold into Europe for construction uses must meet the specific product standard for the panel type (such as EN 300 for OSB and EN 636 for plywood) and the general panel standard EN 13986 used for construction applications throughout the European Union. The European standard for formaldehyde emissions is EN 717-1 which uses a one cubic meter chamber to measure emission levels. U.S. structural plywood (PS 1 or PS 2) and OSB (PS 2) easily meet the 0.124 mg/m3 limit of the El class, the most stringent formaldehyde class based on EN 717-1. Form No. J330A ■ © 2013 APA — The Engineered Wood Association ■ www.apawood.org Formaldehyde and Engineered Wood Products Engineered Wood Product Standards U.S. Voluntary Product Standard PS 1-09 Structural Plywood, Form L870 U.S. Voluntary Product Standard PS 2-10 Performance Standard for Wood -Based Structural -Use Panels, Form S350 ANSI A190.1 Structural Glued Laminated Timber ANSI 405 Standard for Adhesives for Use in Structural Glued Laminated Timbers ANSI/APA PRG 320-2011: Standard for Performance -Rated Cross -Laminated Timber, Form PRG -320 ANSI/APA PRR-410: Standard for Performance -Rated Engineered Wood Rim Boards, Form PRR-410 ASTM D2559 Specification for Adhesives for Structural Laminated Wood Products for Use Under Exterior (Wet Use) Exposure Conditions ASTM D5456 Standard Specification for Evaluation of Structural Composite Lumber Products CSA 0121 Canadian Douglas fir Plywood CSA 0151 Canadian Softwood Plywood CSA 0177 Qualification Code for Manufacturers of Structural Glued Laminated Timber CSA 0325 Construction Sheathing *ASTM publications are available at www ,astm,org Formaldehyde Regulations HUD: standard is available at www.gpo.gov/fdsys/pkg/CFR-2010-title24-volt/content-detail.html (search for cfr 3280, Manufactured Housing Construction Safety Standard) CARB: www.arb.ca,gov/toxics/compwood/compwood.htm EPA Federal Act: www. epa.gov/oppt/chemtest/Formaldehyde/ CALGreen: www.documents.dgs.ca.gov/bsc/CALGreen/2010_CA_Green_BIdg,pdf Formaldehyde Guidance EPA Integrated Risk Information System: www.epa„gov/iris/subst/0419.htm U.S. EPA: www.epa.gov/iaq/formaldehyde.html U.S. Consumer Product Safety Commission: www.cpsc.gov/CPSCPUB/PUBS/725.html ACC website: www.formaldehydefacts.org Form No. J330A ■ © 2013 APA — The Engineered Wood Association ■ www.apawood.org o aldehyde and Engineered Wood Products We have field representatives in many major U.S. cities and in Canada who can help answer questions involving APA trademarked products. For additional assistance in specifying engineered wood products, contact us: APA HEADQUARTERS 7011 So, 19th St. • Tacoma, Washington 98466 • (253) 565-6600 • Fax: (253) 565-7265 www.apawoorl.org PRODUCT SUPPORT HELP DESK (253) 620-7400 • E-mail Address: help@apawood.org DISCLAIMER The information contained herein is based on A PA — The Engineered Wood Association's continuing Programs of laboratory testing, product researc mid homafellooslifo hold exPonellice- Nedhef APA, nor its members make any warrants expressed or implied, or assume any legal liability or responsibility for the use, application of, andior reference to opinions, findings, conclusions' or recoromendotions roduded in this publication,. Consult your local jurisdiction or design professional to assure compliance with code, construction and performance requirements, Because APA hos no control over quotas of workmanship or the conditions under 'Mach engineered wood products are wed, it cannot accept responsibility for product performance or designs as actually constructed_ Form No. J330A/Revised June 2013 APA REPRESENTING THE ENGINEERED WOOD INDUSTRY mensionaI Stability and .Strength for Your Sheathing Needs Excellent`for Walls, Roofs; and Sub Floors Blue Ribbone 086 is an outstanding choice. far wall sheathing, roof sheathing and sub4fleiars, Its multi=layered construction gives it stability and`atiffness foryour sheathing needs. And it Iles flat for easy installation. Strong and Consistent' 'Blue Ribbon .engineered wood panels have racking strength,,,impact resistance and ouniformity for the consistencyyou need to,keep.yourjobs running smoothly: They're manufactured to not have voids, •knots or, splits andhave.an exclusive blue edge coating to help. reduce: moisture absorption. `The ,Sub.4Ioar Advantage Sluebbon 2SB •Stur1Roar® combines the sub -floor and underi meat into a single product. Its smooth surface makes it perfectfor'the direct applicati©n of carpets..and pads as well as hardwood flooring. Andit's available with both square and tongue`and:•groove edges. What You Don't See Mattel`s:" Build It Better ° GeorgiaPacific mJtks QKird'tiy or 0160 Ip Ca1lUhio•P63IIGIIU]aDd P90661 U.C.. n CGmAod fopo 111 le¢dsimib of Hops W1OYotiof Roams?, lobi, Y* od Piududs UA.- AR dant" msiwd • Ror.&19'. Ul Rini *MVO Home Innovation v =•6`_• c. EEN =EPiIF,ED Ff... FN<r NI r—p�G♦^+Fatrr .�.,c_iT•: 800-284-5347 www bulldgp. corn Specification Blue Ribbon. oriented strand board (OSB) is an excellent choice for floor, wall and roof sheathing in residential and light commercial construction applications. Each panel is •third -party certified for quality and is rated for Exposure 1 bond durability for protected applications and limited exposure during normal construction delays. Blue Ribbon OSB is edge coated to limit absorption and pick-up of moisture. Available Sizes* Square Edge 4 3'-117/e" (1.216 m) x 7'-117/e" (2.435 m) - sized for 4' x 8' 3'-117' (1.216 m) x 8'-117A" (2.740 m) - sized for 4' x 9' 3'-117/8" (1.216 m) x 9'-117/8" (3.044 m) - sized for 4' x 10' "Custom panels up to 26' are also available. Building Code Performance Categories, Panel Thickness • 7/16 CAT - 0.418" (10.61 mm) • 15/32 CAT - 0.451" (11.45 mm) • 1/2 CAT- 0.483" (12.26mm) • 19/32 CAT - 0.578" (14.68 mm) • 23/32 CAT - 0.703'117.85 mm) Specifications Length/Width Tolerance Straightness Tolerance Squareness Tolerance Testing Agency Classification Code Fire Classification Flame Spread Rating Building Code Compliance Other Information Forestry Certification Green Building Programs NGBS Green Certified Tongue & Groove 3P-111/2" (1.206 m) x 7'-117/8" (2.435 m) - sized for 4' x 8' 3'-111/2" (1.206 m) x 8'-117/( (2.740 m) - sized for 4' x 9' 3'-111/2" (1.206 m) x 9'-117/x" (3.044 m) - sized for 4' x 10' t'/s" (1-1.6 mm) ±V,d' (±1.6 mm) t'/e' (±3.2 mm) APA® -The Engineered Wood Association Exposure 1- OSB suitable for uses not permanently exposed to the weather. Panels classified as Exposure 1 are intended to resist the effects of moisture on structural performance as may occur due to construction delays, or other conditions of similar severity. Class III or C 76-200, smoke -developed index <450 PS 2-10 Blue Ribbon OSB panels are made from wood sourced through a system that is third -party certified to the Sustainable Forestry Initiative® procurement standard. See our Blue Ribbon OSB Sustainability Fact Sheet available at www.builditbetter.com for more information on potential point contributions towards specific green building programs. Blue Ribbon OSB is Home Innovation NGBS Green Certified for Resource Efficiency and Indoor Environmental Quality. Please visit Homeinnovation.com/Green for more information. SUSIA1TRY CORES 8i,atrcl,rg INITATIVEmrFpra�r�aR.�r ' Home Innovation NGBS GREEN CERTIFIED,. RESOURCE Cf CICNCY INDOOR ENVIRONMENTAL QUALITY Specifications Product Warranty International Shipping Formaldehyde Emissions Manufacturing Locations Blue Ribbon® OSB is covered by a Lifetime Limited Warranty. For terms and conditions, please refer to our Lifetime Limited Warranty available at www.builditbettercom. To prevent the introduction and spread of plant pests, ISPM 15: International Standards for Phytosanitary Measures, requires that internationally shipped solid wood pallets be debarked, treated with heat or fumigated with methyl bromide, and marked with a seal of compliance. Pallets made with engineered wood, including Blue Ribbon OSB, are exempt from ISPM 15 regulations. This is because the process of manufacturing engineered wood destroys any live organisms in the wood. (Source: "Boxes, Crate and Reel Manufactuing," vivw.PerformaWceParrels.corn) Blue Ribbon OSB contains no added urea formaldehyde resins. PS 1 and PS 2 structural panels are exempt from testing by the California Air Resources Board (CARB) in the Composite Wood Air Toxic Control Measure (ATCM) and phenolic bonded structural panels are exempt from testing or monitoring by HUD in the Manufactured HorngS and Safety Standards. Location APA Mill Zip Harvest Number Code Radius Allendale, SC Brookneal, VA Clarendon, SC Englehart, ONT, CA iyce, Hosford, FL 531 451 532 530 475 500 29827 24528 29001 POJ 1H0 71742 32334 50 miles 100 miles 80 miles 50 miles 100 miles 75 miles GP Georgia-Pacific Georgia-Pacific Wood Products 133 Peachtree St., N.E. Atlanta, GA 3D303 800-284-5347 www.builditbetter.com Blue Ribbon, Georgia-Pacific and the Blue Ribbon and Georgia-Pacific logos ere trademarks owned by or licensed to Georgia-Pacific Wood Products LLC. APA is a registered trademark of APA -The Engineered Wood Association. Sustainable Forestry Initiative, SF, and SFI logo aro trademarks of Sustainable Forestry Initiative, Inc. The Home Innovation NGBS Green Certified logo is a trademark of Home Innovation Research Labs. 692013 Georgia-Pacific Wood Products LLC. All rights reserved. Rev. 9/13 GP -TM Lit. Item #512105. SHORT FORM FOR PANELS Specification Contents: 1, Thickness 2. APA Trademark 3. Grade 4. Span Rating (A) 5. Exposure Durability Classification 6. Additional Information — (If necessary) Examples: T&G; Sanded Face; Panel Size; Grooves 8" o.c. (A) Or Species Group Number for applicable grades Example Specifications: (Numbers correspond to the contents list above) Rated Sheathing: 15/32" APA Rated Sheathing 32/16 Exposure 1 (I) 15/32" (2) APA (3) Rated Sheathing (4) 32/16 (5) Exposure 1 Rated Sturd-I-Floor: 23/32" APA Rated Sturd-I-Floor 24 oc Exposure 1 T&G (1) 23/32" (2) APA (3) Rated Sturd-I- Floor (4) 24 oc (5) Exposure 1 (6) T&G Rated Siding: 19/32" APA Rated Siding -303 6-S/W 16 oc Exterior T1-11 Grooves 8" o.c. 48"x108" (1) 19/32" (2) APA (3) Rated Siding -303 6-S/W (4) 16 oc (5) Exterior (6) T1-11 Grooves 8" o.c. 48"x108" Sanded: 15/32" APA A -C Exterior (1) 15/32" (2) APA (3) A -C (5) Exterior Underlayment: 15/32" APA Underlayment Exposure 1 Sanded Face (1) 15/32" (2) APA (3) Underlayment (5) Exposure 1 (6) Sanded Face Medium Density Overlay (MDO): 3/8" APA Medium Density Overlay Exterior One Face MDO (1) 3/8" (2) APA (3) Medium Density Overlay (5) Exterior (6) One Face MDO For more Information on panel grades, refer to 'APA Design/Construction Guide — Residential and Commercial" (Form E30). APA The Engineered Wood Association Typical Panel Thickness and Corresponding Span Ratings: Specifications shall Indicate the correct panel span rating and thickness. Generally panel span ratings change with variations in panel thicknesses. Example: Modifying a Rated Sheathing panel specification from 15/32" to 19/32" In thickness will normally also change its span rating. 15/32" APA Rated Sheathing 32/16 Exposure 1 19/32" APA Rated Sheathing 40/20 Exposure 1 Panel Grade Thickness Span in Inches Rating kategiSheathingt 3/8 24/0 7/16 24/16 15/32 32/16 19/32 40/20 23/32 48/24 Rated Sturd-I-Floor, 19/32 20 oc 23/32 24 oc 7/8, 1 32 oc 1-1/8 48 oc Rated Siding: 11/32 16 oc 7/16 24 oc 15/32 24 oc T1-11 19/32 16 oc --, 19/32 24 oc The chart above shows typical panel corresponding grades, thicknesses and span ratings. © 1999 APA - The Engineered Wood Associalion Examples of Typical Panel Applications: Rated Sheathing: Subfloor Wall Sheathing Roof Sheathing Rated Sturd-I-Floor: Single layer floor; carpet and pad Subfloor T&G Roof Sheathing Stair Treads Rated Siding: Exterior Siding Fences Noise Barrier Soffits Interior Paneling Exposed Roof Deck/Ceilings 3 3 e, Sanded: Soffits Ceilings Interior Signs Cabinets/Built-ins/Partitions/Shelving Underlayment: Apply over subfloor for application of: 1. Carpet & pad 2. Ceramic tile, 3. Resilient flooring. Specify sanded face for use under resilient flooring or fully adhered carpet. Medium Density Overlay (MDO): Soffits Exterior accent panels Sidings Signs Cabinets and Fixtures APA The Engineered Wood Association We have field representatives in most major U.S. cities and In Canada who can help answer questions involving APA lrademarked products. For additional assistance in specifying APA engineered wood products, get In touch with your nearest APA regional office. Call or write: WESTERN REGION 7011 So. 19th St. • P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 565-6600 • Fax: (253) 565-7265 EASTERN REGION 2130 Barrett Park Drive, Suite 102 Kennesaw, Georgia 30144-3681 (770) 427-9371 • Fax: (770) 423-1703 U.S. HEADQUARTERS AND INTERNATIONAL MARKETING DIVISION 7011 So. 19th St. • PO. Box 11700 Tacoma, Washington 98411-0700 (253) 565-6600 • Fax (253) 565.7265 ietdoirEv www.apawood.org PRODUCT SUPPORT HELP DESK (253) 620-7400 E-mail Address: help@apawood.org (Offices: Antwerp, !glum; Bournemouth, United Kingdom; Hamburg, Germany; Mexico City, Mexico; Tokyo, Japan,) For Caribbean/Latin America, contact headquarters in Tacoma, The product use recommendations in this publication are based on APA - The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experi- ence. However, because the Association has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsi- bility for product performance or designs es actually constructed. Because engineered wood product performance requirements vary geographically, consult your local archi- tect, engineer or design professional to assure compliance with code, construction, and performance requirements. Form No. Y310 Revised March 1999/0010 TABLE 1 UNIFORM LOADS (PSF) ON APA RATED SHEATHING, MULTI -SPAN, NORMAL DURATION OF LOAD, DRY CONDITIONS, PANELS 24 INCHES OR WIDER Strenoth Asis141 - , Load Perpendicular to Supports Parallel to Supports Span Governed Span Corder -do -Center of Supports Span Center -to -Center Refine.) By - ---12 16 192 - - 24 30 32 36 40 48 60 12 16 24 16 6 23 9 31 12 45 25 248 179 70 26 9 104 39 13 139 52 18 96 54 19 286 207 128 35 13 4 53 20 7 70 27 9 77 43 15 314 228 141 1/360 979 368 201 98 48 39 34 25 16 78 29 10 L/240 1,468 552 302 146 72 58 51 37 24 117 44 15 40/20 L/180 1,958 736 403 195 96 78 69 49 32 157 59 20 Bending 521 293 203 130 83 73 46 38 26 125 70 25 Shear 390 283 232 182 144 134 114 102 88 390 283 175 1/360 1,740 655 358 174 85 69 61 44 29 14 283 106 36 L/240 2,610 982 537 260 128 104 91 66 43 21 424 160 54 48/24 1/180 3,480 1,309 716 347 170 139 122 88 57 28 566 213 72 Bending 775 436 303 194 124 109 69 56 39 25 225 127 45 Shear 476 345 282 222 175 164 139 125 108 85 476 345 213 . _ (a) The strength axis is the long panel dimension unless otherwise identified. (b) Nominal thickness may vary within Span Rating. For range of thicknesses, see Table 5 of APA's Panel Design Specification, Form D510. (inches) of Supports (inches) L/360 261 98 54 26 13 10 9 L/240 392 147 81 39 19 16 14 24/0 L/180 522 196 107 52 26 21 18 Bending 208 117 81 52 33 29 19 Shear 248 179 147 116 91 85 72 1/360 339 128 70 34 17 14 12 1/240 509 191 105 51 25 20 18 24/16 1/180 679 255 140 68 33 27 24 17 Bending 321 180 125 80 51 45 29 23 Shear 286 207 169 133 105 98 83 75 1/36 5 0 1 tl 103 0 24 20 18 L/240 750 282 154 75 37 30 26 32/16 1/180 1,001 376 206 100 49 40 35 Bending 308 173 120 77 49 43 27 22 Shear 314 228 186 147 116 108 92 82 13. 13 19 25 TABLE 2 UNIFORM LOADS (PSF) ON APA RATED STURD-I-FLOOR, MULTI -SPAN, NORMAL DURATION OF LOAD, DRY CONDITIONS, PANELS 24 INCHES OR WIDER Strength Axisio) Load Perpendicular to Supports Parallel -to Supports Span Govemed Span Center-to-Cender of Supports Span Center -to -Center Rating(b) By of Supports (inches) 12 16 19.2_ 24 30 32 3640 48 60 12 16 24 L/360 653 245 134 65 32 26 23 16 11 48 18 L/240 979 368 201 98 48 39 34 25 16 72 27 16 oc 1/180 1,305 491 269 130 64 52 46 33 21 96 36 Bending 346 195 135 86 55 49 31 25 17 83 47 Shear 390 283 232 182 144 134 114 102 88 390 283 - - -_ L/360 914 344 188 91 45 36 32 23 15 124 47 16 L/240 1,370 516 282 137 67 55 48 34 22 186 70 24 20 oc L/180 1,827 687 376 182 89 73 64 46 30 248 93 31 Bending 442 248 173 110 71 62 39 32 22 142 80 28 Shear 390 283 232 182 144 134 114 102 88 390 283 175 1/360 1,305 491 269 130 64 52 46 33 21 10 248 93 31 L/240 1,958 736 403 195 96 78 69 49 32 16 372 140 47 24 oc 1/180 2,610 982 537 260 128 104 91 66 43 21 496 187 63 Bending 588 330 229 147 94 83 52 42 29 19 217 122 43 Shear 476 345 282 222 175 164 139 125 108 85 476 345 213 L/360 2,828 1,064 582 282 138 113 99 71 46 23 1,022 385 130 L/240 4,242 1,596 873 423 207 169 148 107 70 34 1,534 577 195 32 oc 1/180 5,656 2,128 1,164 564 276 225 198 142 93 45 2,045 769 260 Bending 875 492 342 219 140 123 78 63 44 28 571 321 114 Shear 571 414 339 267 211 197 167 150 129 102 571 414 256 1/360 5,003 1,882 1,030 499 244 199 175 126 82 40 2,154 810 273 L/240 7,505 2,823 1,545 748 367 299 263 189 123 60 3,230 1,215 410 48 oc L/180 10,006 3,764 2,060 998 489 399 350 252 164 80 4,307 1,620 547 Bending 1,583 891 618 396 253 223 141 114 79 51 1,000 563 200 Shear 733 531 435 342 270 252 214 192 166 ) 31 733 531 329 (a) The strength axis is the long panel dimension unless otherwise identified. (b) Nominal thickness may vary within Span Rating. For range of thicknesses, see Table 5 of APA's Panel Design Specification, Form D510. 01006 APA - The Engineered Wood Alsocirnion PERFORMANCE RATED PANELS FOR FLOORS, I ALLS, AND ROOFS APA Performance Rated Panels are rated for three end uses: single -layer flooring, exterior siding, and sheathing for roofs, floors and walls. The categories are further broken down Into exposure durability classifications (resistance to moisture exposure), and an additional sheathing category (Structural I) denoting additional strength in the cross -panel direction and In racking. In order to qualify for a particular end use, panels must be submitted for test- ing and meet performance criteria in three critical areas: structural perfor- mance, physical properties arid glue bond durability. Panels are typically classified in one of two exposure durability classifications: ■ Exterior panels have a fully waterproof bond and are designed for applications subject to permanent exposure to the ■ Exposure 1 panels have a fully water- proof bond and are designed for appli- cations where long construction delays may be expected prior to providing protection. Approximately 95 percent of Performance Rated Panels are manu- factured with this designation. A subfloor, wall or roof sheathing. It is used In a myriad of construction and miscellaneous applications where strength and stiffness are required. For outdoor use, be sure to select panels with an Exterior exposure classification. Rated Sheathing is also available as APA Rated Sheathing/Ceiling Deck, where one surface has an overlay, texturing or grooving. Common thicknesses for sheathing panels are 5/16, 3/8, 7/16, 15/32, 1/2, 19/32, 5/8, 23/32, arid 3/4 inch. ■ Structural I is a designation applied to APA Rated Sheathing where enhanced racking and cross -panel strength proper- ties are of maximum importance. Structural.' panels are typically used in demanding applications such as struc- tural diaphragms and panelized roofs. • APA Rated Wall Bracing is intended for wall sheathing applications where only conventional bracing is required. Such panels often have other attributes of interest to the specifier, such as special fire resistance. APA Rated Sturd-I-Floor is a combined subfloor/underlayment single -layer flooring for use under carpet arid pad. It can be used In place of separate subfloor and underlayment layers. The panel surface has extra resistance to punch - through damage. Panels are available with square or tongue -and -groove (T&G) edges. T&G panels are typically 47-1/2 inches wide; check with local suppliers. Where resilient flooring such as vinyl will be used, an additional layer of thin, sanded underlayment is recommended. APA Rated Sturd-I-Floor is available in both 6 Exterior and Exposure 1 in thicknesses of 19/32, 5/8, 23/32, 3/4, 7/8, 1, and 1-1/8 inch. APA Rated Siding is available as both panel and lap siding. Panel siding may be applied over sheathing or directly over studs in Sturd-1-Wall (single wall) application, APA panel siding is available in a variety of surface textures and pat- terns, including Texture 1-11, rough sawn, reverse board and batten, channel groove, and brushed. Panels are avail- able in 4 x 8, 4 x 9, and 4 x l0 -foot dimensions. Lap siding is available In lengths of up to 16 feet and widths of up to 12 inches. APA Rated Siding is manufactured In thicknesses of 11/32, 3/8, 7/16, 15/32, 1/2, 19/32, and 5/8 inch. 1999 APA - The Engineered Wood Assoc PERFORIIAAN CE TESTI N G Field data and laboratory testing were used to develop the APA Performance Standards for APA Performance Rated Panels. Once a mill's panels have quali- fied for the Performance Rated Panel trademark, APA's quality auditors check the mill's quality -control program by selecting panels at random for tests. Specified quality -assurance tests are run daily, weekly and quarterly. There are three basic criteria for qualify- ing wood -based panel products under APA performance standards: structural adequacy, dimensional stability and bond durability. Wood -based products qualifying as APA Rated Siding are also evaluated for surface characteristics, including ability to accept different kinds of finishes. Performance criteria in each of these categories were established by building code requirements and through tests of panel products with known acceptance in the marketplace. The tests evaluated a panel's ability to perform to the expected and necessary level for the end-use application or market. Not all performance tests apply to all panels and their applications, but a partial list of typical tests includes: ■ Linear expansion. Measurements are taken between brass eyelets installed in the panel to test dimensional change due to moisture. • Racking. A wall section of dimension lumber and structural panels is built and tested. A hydraulic jack applies lateral force to one corner, and deflec- tion and ultimate load on the wall are measured. • Uniform load. A panel is applied to joists. The unit is sealed to permit a vacuum to be drawn beneath the panel. Atmospheric pressure then provides a uniform load. Deflection at a specified load is measured. A proof load for strength is also applied. • Concentrated static load (APA Rated Sturd-I-Floor and Sheathing). Load is applied through a one- or three-inch diameter disc raid -spare between joists at a panel edge. Deflection arid ultimate load are measured. • Concentrated static load (APA Rated Siding). The end of a one -inch diameter rod Is pushed Into the parcel, and the indentation measured. • Impact resistance. A bag of steel shot weighing 30 or 60 pounds, depending on span, is dropped on the panel mid - span between joists, to determine Impact load performance. 7 • Hard -body impact loads (APA Rated Siding). A steel hall is dropped on the panel from several feet, and the inden- tation measured to determine surface toughness. • Direct fastener withdrawal. Nails are driven into the panel, then the force needed to pull them out is measured. • Lateral fastener strength. A nail Is driven through the parcel, and through a hole in a steel block behind the panel. Force is then applied to move the panel laterally. • Surface profile (APA Rated Siding). The decorative surface on the exposed siding face is measured before and after going through rnoisture cycles to deter mine stability. • Peel test (APA Rated Siding). A strip of cheese cloth is painted on the decorative surface of a siding panel. After it dries, the force required to peel it off is mea- sured to test the suitability of the sid- ing's surface to accept paint and stain. O 1999 APA - The Engineered Wood Associaiio SPAN RATINGS The Span Ratings in the trademarks on Performance Rated Panels denote the maximum recommended center -to - center spacing of supports, in inches, over which the panels should be installed. For APA Rated Sheathing and Sturd-I- Floor, the Span Rating applies when the long panel dimension is across sup- ports, unless the strength axis is other- wise identified. The Span Rating for APA Rated Siding panels is for vertical installation; for lap siding, the rating applies with the long dimension across supports. For APA Rated Sheathing, the Span Rating looks like a fraction, such as 32/16. The left-hand number denotes the maximum spacing of supports (in inches) when the panel is used for roof sheathing, and the right-hand number denotes the maximum spacing of supports when the panel is used for subfluoring. APA THE ENGINEERED WOOD ASSOCIATION Sheathing panels with roof Span Ratings of 24 or greater may be used vertically or horizontally as wall sheathing over studs at 24 inches on center (o.c.). Those with roof Span Ratings of less than 24 may be used vertically or hori- zontally over studs at 16 inches o.c. APA Rated Sheathing may also be man- ufactured specifically for use as wall sheathing. These panels are identified with Span Ratings of Wall -16 or Wall -24. Horizontal edges of all wall sheathing must be blocked when panels are used as bracing. APA Rated Sturd-I-Floor panels are designed specifically for single -floor (combined subfloor-underlayment) applications under carpet and pad and are manufactured with Span Ratings of 16, 20, 24, 32, and 48 oc. APA Rated Siding Is produced with Span Ratings of 16 and 29 oc. Both panels and lap siding may be used direct to studs or over non-structural sheathing (Sturd-I-Wall construction) or over rubble panel or lumber sheathing (double wall construc.tion). Veneer -faced APA Rated Siding panels may be applied horizontally over studs 24 inches o.c., provided horizontal joints are blocked. Spacing supports precisely at Span Ratings will meet minimum code requirements. For structures that will exceed minimum code requirements, space supports closer than the recom- mended Span Ratings. Allowable uniformly distributed live load at maximum span for APA Rated Sturd-I-Floor and APA Rated Sheathing is 100 psf for floors plus 10 psf dead load (65 psf total load for Sturd-I-Floor 48 o.c.) and 30 psf for roofs (35 psf for Rated Sheathing 98/24 or greater) plus 10 psf dead load. Higher live load levels can be achieved by placing supports closer than the maximum span indi- cated on the APA Rated Sheathing or Sturd-I-Floor trademarks. Refer to APRs Design/Construction Guide: Residential & Commercial for these live load levels. RATED SIDING 24 oc 15/32 INCH SIZED FOR SPACING EXTERIOR 000 PRP -108 HUD -UM -40 8 APA THE ENGINEERED WOOD ASSOCIATION RATED SHEATHING 32/16 15/32 INCH SIZED FOR SPACING EXPOSURE 1 000 FRP-ioe HUD -UM -40 , APA THE ENGINEERED WOOD ASSOCIATION RATED STURD-I-FLOOR 24 oc 23/32 INCH SIZED FOR SPACING MG NET WIDTH 47-1/2 EXPOSURE 1 000 4www4 PRP -105 HUD -UM -40 c0 1999 APA - The Engineered Wood Association Oriented Strand Board PRODUCT GUIDE Oriented Strand Board PRODUCT PlIATURES OSB is made from real wood OSB is manufactured in a cross -oriented pattern similar to plywood to create a strong, stiff structural panel. OSB is composed of thin rectangular -shaped wood strands arranged in layers at right angles to one another, which are laid up into mats that form a panel. OSB is bonded with fully waterproof adhesives. Most panels are also treated with a sealant on the panel edges to guard against moisture penetration during shipment. As an added feature, panels are often textured on at least one side to provide a slip -resistant surface. OSB uses the wood resource very efficiently, in part because sheathing panels can be made using smaller, younger fast-growing tree species such as aspen and southern yellow pine. Plus, about 85-90 percent of a log can be used to make high quality structural panels, and the remainder — bark, saw trim, and sawdust — can be converted into energy, pulp chips or bark dust. OSB manufacture In the first phase of OSB manufacture, logs are debarked and cut to a un i form length. The logs are then turned into strands or wafers. The strands are dried with heat in a large rotating drum which is screened to grade for strands that are the correct size. The dried strands are sprayed with liquid or powder resin and then transported in layers on a conveyer system to a forming line, where the layers are cross -oriented into mats. For face layers, the strands generally run along the panel, while for core layers, the strands are randomly oriented or run across the panel. The mats are trimmed to a workable size and then moved to a press where the wood strands and glue are bonded together under heat and pressure to create a structural panel. Finally, the panels are cut to size. Panels can be manufactured in many sizes simply by altering the cutting pattern. OSB is engineered to perform Nearly three decades of laboratory tests and use in the field have proven that OSB is an excellent performer. Performance begins when the panel leaves the manufacturer. The panels remain flat and square during storage and transportation, so they arrive at the jobsite flat and easy to install; tongue -and -groove panels effortlessly fit together. Relative to their strength, OSB panels are light in weight and easy to handle and install. Frequently, the panels are textured or splatter - coated on one side to increase traction on the panel surface. This is especially useful when the panels are used for roof sheathing, because the textured surface provides better footing for workers. OSB is designed to withstand exposure to the weather during construction. OSB's performance continues long after the panel is put to use. The panels exhibit excellent fastener -holding capabil- ity, even when nailed close to the panel edge. OSB resists deflection, delamination and warping because the wood and adhesives work together to create a strong, dimensionally stable panel. OSB panels are made of real wood, a natural insulator which provides excellent protection against heat loss and condensation. Many OSB panels are manufactured in large dimensions, minimizing the number of joints that can "leak" heat and admit airborne noise into the struc- ture. In addition, the panels resist racking and shape distortion under high wind and earthquake forces. Form No.W410C • 0 2009 APA — The Engineered Wood Association • www.apowood.org Oriented Strand Board QUALITY ASSURANCE OSB panels that bear the APA trademark are manufactured under APA's rigorous quality assurance program, and are recognized by the major U.S. and Canadian building codes, as well as many inter- national building codes. Each panel is "performance rated," which means the panel meets the performance requirements necessary for its end-use application. Standards recognition in the United States Most North American OSB panels are manufactured in conformance with Voluntary Product Standard PS 2 or APA PRP -108 performance standards. Panels, similar to those described in the representa- tive trademarks in Figure 1, are evaluated for their performance in specific end-use markets. Panel applications described in PS 2 and APA PRP -108 include floors, walls and roofs. PS 2 is recognized in the International Building Code (IBC) and International Residential Code (IRC). PRP -108 is part of the recognition in ICC Evaluation Service Report ESR -2586. Standards recognition in Canada Many North American OSB panels are manufactured in confor- mance to the requirements of CAN/CSA-0325-07 Construction Sheathing. The panel trademark shown in Figure 2 is representative of the marks APA applies to OSB manufactured in accordance with the Canadian standard. OSB panels manufactured to the CAN/CSA- 0325-07 standard are recognized in the National Building Code of Canada and other provincial codes for use in flooring, wall, and roof construction. Performance standards A performance standard sets performance requirements For a product based on that product's intended end use. The advantage of a wood structural panel performance standard is that it provides a common baseline of performance for all panel types, regardless of the manufac- turing method. By placing emphasis on product performance rather than on manufacturing method, you - the consumer - stand to benefit A performance standard sets requirements based on a panel's end use, while a prescriptive standard defines minimum manufacturing requirements. The objective of a performance standard is to provide flexibility in manufacturing while assuring that a product will satisfy the requirements of the intended use. Performance standards help to encourage more efficient use of resources because panel producers have more freedom to use innova- tive manufacturing techniques that use greater percentages of each log and allow for the utilization of a wide range of species. FIGURE 1 TYPICAL APA TRADE RK THICKNESS 0.451 IN. APA 1 RATED SHEATHING 2 — 32/16 SIZED FOR SPACING 3 EXPOSURE 1 000 ao'N PSZ.04 SHEATHING 1, PRP•100 NUD•UM•40 1502 CATEGORY 1 APA panel grade 2 Span Rating 3 Exposure durability classification 4 Thickness category 5 Mill number 6 APRs performance -rated panel standard FIGURE 2 TYPICAL APA TRADE K, CONFORMING TO CSA -0325 THICKNESS 0.410 N. 1 2 APA RATED SHEATHING 24/16 SIZED FOR SPACING EXPOSURE 1 000 40"406. PS2.04 SHEATHING APA PRP -106 HUD -UM -40 7/16 CATEGORY CONSTRUCTION SHEATHING 1R24/2F16 W24 11mm CSA 0325.07 EXTERIOR TYPE ADHESIVE ISTRENGTH AXIS THIS DIRECTION 1 APA panel grade 2 Panel mark - Rating and end-use designation, Canadian standard 3 Canadian performance -rated panel standard 4 Thickness category 5 Mill number 6 4 5 4 Oriented Strand Board SPAN RATI N di Span Ratings for panels used in the United States The Span Ratings in the trademarks on Performance Rated Panels denote the maximum permitted center -to -center spacing of supports, in inches, over which the panels should be installed in normal construction. For APA Rated Sheathing and Sturd-I-Floor, the Span Rating applies when the long panel dimension is across sup- ports, unless the strength axis is otherwise identified. The Span Rating for APA Rated Siding panels is for vertical installation; for lap siding, the rating applies with the long dimension across supports. For APA Rated Sheathing, the Span Rating looks like a fraction, such as 32/16. The left-hand number denotes the maximum spacing of supports (in inches) when the panel is used for roof sheathing, and the right-hand number denotes the maximum on center spacing of supports when the panel is used for subflooring. Sheathing panels with roof Span Ratings of 24 or greater may be used vertically or horizontally as wall sheathing over studs at 24 inches on center (o.c.). Those with roof Span Ratings of less than 24 may be used vertically or horizontally over studs at 16 inches o.c. APA Rated Sheathing may also be manufactured specifically for use as wall sheathing, These panels are identified with Span Ratings of Wall -16 or Wall -24. APA Rated Sturd-I-Floor panels are designed specifically for single -floor (combined subfloor-underlayment) applica- tions under carpet and pad and are manufactured with Span Ratings of 16, 20, 24, 32, and 48 oc. APA Rated Siding is produced with Span Ratings of 16 and 24 oc. Both panels and lap siding may he used direct to studs or over non-structural sheathing (Sturd-I-Wall construction) or over nailable panel or lumber sheathing (double wall construction). Building precisely at Span Ratings will meet minimum code requirements. For structures that will exceed minimum code requirements, specify panels with Span Ratings greater than the spacing of supports. Allowable uniformly distributed live load at maximum span for APA Rated Sturd-I-Floor and APA Rated Sheathing is 100 psf live load for floors plus 10 psf dead load (65 psf total load for Sturd-l-Floor 48 oc) and 30 psf snow load for roofs (35 psf for Rated Sheathing 48/24 or greater) plus 10 psf dead load, Higher live load levels can be achieved Form No.W410C • 0 2009 APA— The Engineered Wood Association • www,apowood,org Oriented Strand Board by placing supports closer than the maximum span indicated on the APA Rated Sheathing or Sturcl-I-Floor trademarks. Refer to APA's Engineered Wood Construction Guide, Form E30, for these live Toad capacities. Span Ratings for panels used in Canada The Span Ratings in the trademarks on Performance Rated Panels denote the maximum recommended center - to -center spacing of supports, in inches, over which the panels should be installed. The Span Rating, also referred to as a "panel mark," applies when the long panel dimension runs across the supports, unless the strength axis is otherwise identified, PANEL MARKS FOR CONSTRUCTION SHEATHING PRODUCTS Manufactured under Canadian Standard CAN/CSA-0325.0-92 TABLE 1 END-USE MARKS For Panels Marked 1F 2F 1R 2R w TABLE 2 PANEL MARKS End Use Marks 1F Assumed End Use Subflooring (single layer) Subflooring used with panel type underlay Roof sheathing used without edge support Roof sheathing used with edge support Wall sheathing Span Marks 16 20 24 32 40 48 Recommended Framing Member Spacing 400 mm 500 mm 600 mm 800 mm 1000 mm 1200 mm (16 in.) (20 in.) (24 in.) (32 in.) (40 in.) (48 in.) 1F16 1F20 1F24 1F32 1F48 APA Rated Sheathing and APA Rated Sturd-1-Floor panels intended for use in Canada are marked with one or more Span Ratings to show maxi- mum support spacings for subfloors, ..w.. . roofs, and/or walls. Span Ratings for floors and roofs include a number and letter to indicate the end use, followed by a two -digit number, or span mark, representing the maximum allowable span in inches. An "F" in the Span Rating represents floors, while the "R" signifies roofs. In the case of floors, the prefix "1" indicates that the panel is designed for use as a single -layer floor (no separate underlay required under carpet and pad), a "2" indicates that an additional layer of panel -type underlay is required, For example, 2F16 is a Span Rating for a two -layer subflooring system (subfloor with underlay to be added), where supports are spaced a maximum of 16 inches on center. For roofs, the prefix "1" indicates that no additional edge support is required at maximum span; a panel with a "2" will require edge support such as panel clips at maximum span. A Span Rating of 2R24, therefore, represents use for roof applications with panel clips where supports are spaced a maximum of 24 inches on center. APA Rated Sheathing Span Ratings for walls include the letter "W" to identify end use followed by a two -digit num- ber, indicating the maximum support spacing. For example, a Span Rating of W16 appears on panels for use where the maximum spacing of wall framing members is 16 inches on center. 2F 2F16 2F20 2F24 6 1R 1R16 1R20 1R24 1R32 2R 2R16 2R20 2R24 2R32 W W16 W20 W24 a Not covered in CSA -0325 Note: (1) Multiple panel marks may be used on panels qualified for more Than one end use, e.g.; 1R24/2F16/W24 or 2R48/2F24. 1R40 1R48 2R40 2R48 Building at the indicated Span Ratings will ensure that minimum code requirements are met. For structures that will exceed minimum code requirements, specify panels with Span Ratings greater than the spacing of supports. Form No. 410C © 2009 APA The Engineered Wood Association e wws 110?'. pawn od.o Scotch Plywood Company Page 1 of 1 PLYWOOD O grades cs high-quality alyouruconstruction Southern u en n Yellow Pie, �By . yaC, ppd.j0!sty of .sies and to there is simply no substitute for solid wood panels, a according to APA �sta1$tar ee ou:r ps•uc o' ec ng'p'�s'i11'aw,. THICKNESS PRS P&TS SFSE Si 3/8 15/32 3PLY 15/32 4PLY 19/32 23/32 X X X X X 7/8 i X X X X PLYSHIELD SE PLYSHIELD TG PCS/PKG. 90 72 72 X View our MATERIAL SAFETY DATA SHEET HERE veneer and untreated landscape timbers also available, X 58 48 40 http://www.scotchplywood.com/products.html 10/30/2014 SECTION Synonyms: Cas. No, Description: Principal Hazardous Com. Softwood Dust Resin Solids Free Formaldehyde Southern Pine SECTION 2 Boiling Point: Specific Gravity: Vapor Density: % Volatiles by Vol.: Melting Point: Vapor Pressure: SECTION 3 Flash Point: Auto -Ignition Temp.: Explosive Limits in Air: Extinguishing Media: Normal Are Fighting Procedures & Equip. Unusual Fire and Explosion Hazard: MATERIAL SAFETY DATA SHEET SCOTCH PL OOD COMPANY Product: Plywood PRODUCT IDENTIFICATION Softwood Plywood None Solid Wood with particles generated by any manual or mechanical cutting or abrasion process performed on wood. °A N/A 1.8 <0.04 98.86 ACGIH TLV TWA (8 -hour) Ceiling All species except Western Red Cedar 1mg/m3; Western Red Cedar, 0.5 mg/m3 PNOS*: 10 mg/m3 total Dust, 3mg/m3 respirable PHYSICAL DATA N/A <0.8 N/A 0 N/A N/A Solubility in H20 (% By weight) Evaporation Rate (Butyl Acetate -1) pH Appearance and Odor: FIRE AND EXPLOSION DATA KVA Variable (typically 400° - 500° F) 40 grams/m3 (LEL) 0.3 ppm OSHA PEL TWA (8 -hour) 15 mg/m3 , total dust; 5 mg/m3, respirable P NOS*: 15 mg/m3 total Dust, 5mg/m3 respirable 0.75 ppm <6°/0 N/A N/A -- STEL (15 -min.) 2.0 ppm White, brown or tan colored panel with slightly aromatic wood odor. Water, CO2, Sand Determined by surrounding fire. Use a water spray to wet down wood and wood dust to reduce potential of ignition or dispersion of dust into air. Remove bumed material to open area after fire is extinguished. Wood Dust is a strong to severe explosion hazard if a dust "cloud" contacts and ignition source. Page 1 of 5 Scotch Plywood Co. 1-26-06 SECTION 4 Exposure Limit: Wood Dust Formaldehyde Skin -Eye Contact: Ingestion: Skin Absorption: Inhalation: Chronic Effects: SECTION 5 Conditions Contributing to Instability: Incompatibility: Haz. Decomposition Products: Conditions contributing to hazardous Poi merization: HEALTH EFFECTS INFORMATION ACGIH TLV® OSHA PEL NIOSH ACGIH TLVe) OSHA PEL 1.0 mg/m3, All species except Western Red Cedar 0.5 mg/m3, Western Red Cedar 15.0 mg/m3, Total dust 5.0 mg/m3, Respirable dust 1.0 mg/m3, TWA (10 -hour) 0.75 ppm, TWA (8 -hour) 2.0 ppm, Ceiling 0.75 ppm, TWA (8 -hour) 2.0 ppm, Ceiling Wood dust can cause eye irritation. Various species of wood dust can elicit allergic contact dermatitis in sensitized individuals. N/A Not known to occur. May cause nasal dryness, irritation and obstruction; coughing, sneezing; sinusitis and prolonged colds have also been reported. Wood dust depending on species, may cause respiratory sensitization and/or irritation. Prolonged exposure to wood dust has been reported by some observers to be associated with nasal cancer. Wood dust has been recognized as a known human carcinogen by IARC, NTP and ACGIH. Formaldehyde has been recognized as a known human carcinogen by .IARC. Listed as a potential carcinogen by NIOSH. Listed as reasonably anticipated to be a human carcinogen by NTP. REACTIVITY DATA Stable under normal conditions. Avoid contact with oxidizing agents and drying oils. Avoid open flames. Product may ignite at temperatures in excess of 400° F. Thermal -oxidative degradation of wood produces irritating and toxic fumes and gasses, including CO, aldehydes and inorganic acids. N/A Page 2 of 5 Scotch Plywood Co. 1-26-06 SKIRT FORM FOR PANELS Specification Contents: 1. Thickness 2, APA Trademark 3. Grade 4. Span Rating (A) 5. Exposure Durability Classification 6. Additional Information - (if necessary) Examples: T&C; Sanded Face; Panel Size; Grooves 8" o.c. (A) Or Species Group Number for applicable grades Example Specifications: (Numbers correspond to the contents list above) Rated Sheathing: 15/32" APA Rated Sheathing 32/16 Exposure 1 (1) 15/32" (2) APA (3) Rated Sheathing (4) 32/16 (5) Exposure 1 Rated Sturd-I-Floor: 23/32" APA Rated Sturd-I-Floor 24 oc Exposure 1 MG (1) 23/32" (2) APA (3) Rated Sturd-I- Floor (4) 24 oc (5) Exposure 1 (6) T&G Rated Siding: 19/32" APA Rated Siding -303 6-S/W 16 oc Exterior T1-11 Grooves 8" o.c. 48"x108" (1) 19/32" (2) APA (3) Rated Siding -303 6-S/W (4) 16 oc (5) Exterior (6) T1-11 Grooves 8" o.c. 48"x108" Sanded: 15/32" APA A -C Exterior (1) 15/32" (2) APA (3) A -C (5) Exterior Underlayment: 15/32" APA Underlayment Exposure 1 Sanded Face (1) 15/32" (2) APA (3) Underlayment (5) Exposure 1 (6) Sanded Face Medium Density Overlay (MDO): 3/8" APA Medium Density Overlay Exterior One Face MDO (1) 3/8" (2) APA (3) Medium Density Overlay (5) Exterior (6) One Face MDO For more information on panel grades, refer to "APA Design/Construction Guide - Residential and Commercial" (Form E30). Typical Panel Thickness and Corresponding Span Ratings: Specifications shall indicate the correct panel span rating and thickness. Generally panel span ratings change with variations In panel thicknesses. Example: Modifying a Rated Sheathing panel specification from 15/32" to 19/32" in thickness will normally also change Its span rating. 15/32" APA Rated Sheathing 32/16 Exposure 1 19/32" APA Rated Sheathing 40/20 Exposure 1 Panel Grade Thickness Span in Inches Rating RatedSit-e—a-til'i;716.7--"Til 24/ 7/16 24716 3 15/32 2/16 932 0/0 23/32 48/24 Rated Sturd-I-Floor: 19/32 20 oc 72/3/712 24 oc 8 32 Pc 1-1/8 48 cc Rated Siding: 11/32 16 oc 7/16 24 oc 15/32 24 oc T1-11 19/32 16 oc 19/32 2 ac The chart above shows typical panel corresponding grades, thicknesses and span ratings. © 1999 APA - The Engineered Wood Association 0 8 Examples of Typical Panel Applications: Rated Sheathing: Subfloor Wall Sheathing Roof Sheathing Rated Sturd-I-Floor: Single layer floor; carpet and pad Subfloor T&C Roof Sheathing Stair Treads Rated Siding: Exterior Siding Fences Noise Barrier Soffits Interior Paneling Exposed Roof Deck/Ceilings Sanded: Soffits Ceilings Interior Signs Cabinets/Bullt-Ins/Partitions/Shelving Underlayment: Apply over subfloor for application of: I. Carpet & pad 2, Ceramic tile, 3. Resilient flooring. Specify sanded face for use under resilient flooring or fully adhered carpet Medium Density Overlay (MDO): Soffits Exterior accent panels Sidings Signs Cabinets and Fixtures APA The Engineered Wood Association We have field representatives in most major U.S, cities and in Canada who can help answer questions Involving APA trademarked products. For additional assistance in specifying APA engineered wood products, get in touch with your nearest APA regional office. Cali or write: WESTERN REGION 7011 So. 19th St. • P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 565-6600 • Fax: (253) 565-7265 EASTERN REGION 2130 Barrett Park Drive, Suite 102 Kennesaw, Georgia 30144-3681 (770) 427-9371 • Fax: (770) 423-1703 U.S. HEADQUARTERS AND INTERNATIONAL MARKETING DIVISION 7011 So. 19th St • P.O. Box 11700 Tacoma, Washington 98411-0700 (253) 565-6600 • Fax: (253) 565-7265 AcittriN. www,apawood.org PRODUCT SUPPORT HELP DESK (253) 620-7400 E-mail Address: help@apawoodorg (Offices: Antwerp, Betgium; Bournemouth, United Kingdom; Hatriburg, Gamier* Mexico City, Mexico; Tokyo, Japan,) For CarIbbeankatIn Arocrtta, coma headquarters in Tacoma. The product use recommendations in this publication are based on APA - The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experi- ence. However, because the Association has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsi- bility for product performance or designs as actually constructed, Because engineered wood product performance requirements very geographically, consult your local archi- tect, engineer or design professional to assure compliance with code, construction, and performance requirements. Form No. Y310 Revised March 1999/0010 TABLE 1 UNIFORM LOADS (PSF) ON APA RATED SHEATHING, MULTI -SPAN, NORAAAL DURATION OF LOAD, DRY CONDITIONS, PANELS 24 INCHES OR WIDER Strength AxisPO - -- Load Perpendicular to Supports Parallel to Supports Span Governed Span Center -to -Center of Supporta Span Center -to -Center RatingP3/ BynchesL of Supports (ins, hes).., _ . _ . 12 16 19,2 24 30 32 36 40 48 60 12 16 24 L/360 261 98 54 26 13 10 9 16 6 L/240 392 147 81 39 19 16 14 23 9 24/0 L/180 522 196 107 52 26 21 18 31 12 Bending 208 117 81 52 33 29 19 45 25 Shear 248 179 147 116 91 85 72 248 179 L/360 339 128 70 34 17 14 12 9 L/240 509 191 105 51 25 20 18 13 24/16 L/180 679 255 140 68 33 27 24 17 Bending 321 180 125 80 51 45 29 23 Shear 286 207 169 133 105 98 83 75 L/360 500 188 103 50 24 20 18 13 L/240 750 282 154 75 37 30 26 19 32/16 L/180 1,001 376 206 100 49 40 35 25 Bending 308 173 120 77 49 43 27 22 Shear 314 228 18 14? 116 1 a 92 82 L/360 979 368 201 98 48 39 34 25 16 L/240 1,468 552 302 146 72 58 51 37 24 40/20 1/180 1,958 736 403 195 96 78 69 49 32 Bending 521 293 203 130 83 73 46 38 26 Shear 390 283 232 182 144 134 114 102 88 1/360 1, 655 8 4 5 J 4 L/240 2,610 982 537 260 128 104 91 66 43 48/24 L/180 3,480 1,309 716 347 170 139 122 88 57 Bending 775 436 303 194 124 109 69 56 39 Shear 476 345 282 222 175 164 139125 108 - --- (a) The strength axis is the long panel dimension unless otherwise identified. (b) Nominal thickness may vary within Span Rating. For range of thicknesses, see Table 5 of APA's Panel Design Specification, Form D510. 70 26 104 39 139 52 96 54 286 207 9 13 18 19 128 35 13 4 53 20 7 70 27 9 77 43 15 314 228 141 78 29 10 117 44 15 157 59 20 125 70 25 390 283 175 21 424 160 54 28 566 213 72 25 225 127 45 85 476 345 213 TABLE 2 UNIFORM LOADS (PSF) ON APA RATED STURD-I-FLOOR, MULTI -SPAN, NORMAL DURATION OF LOAD, DRY CONDITIONS, PANELS 24 INCHES OR WIDER Strength AxisP4 Perpendicular to Supports Parallel to Supports Span Centepto.Center ofSuPP911101616C Load Span Governed Rating(b) By Span Center -to -Center of Supports _ (inches 1216 19.2 24 30 32 36 40 48 60 12 16 24 L/360 653 245 134 65 32 26 23 16 11 48 18 L/240 979 368 201 98 48 39 34 25 16 72 27 16 oc L/180 1,305 491 269 130 64 52 46 33 21 96 36 Bending 346 195 135 86 55 49 31 25 17 83 47 Shear 283 232 182 144 134 114 102 88 390 283 L/360 914 344 188 91 45 36 32 23 15 124 47 16 L/240 1,370 516 282 137 67 55 48 34 22 186 70 24 20 oc L/180 1,827 687 376 182 89 73 64 46 30 248 93 31 Bending 442 248 173 110 71 62 39 32 22 142 80 28 Shear 390 283 232 182 144 134 114 102 88 390 283 175 L/360 1,305 491 269 130 64 52 46 33 21 10 248 93 31 L/240 1,958 736 403 195 96 78 69 49 32 16 372 140 47 24 oc L/180 2,610 982 537 260 128 104 91 66 43 21 496 187 63 Bending 588 330 229 147 94 83 52 42 29 19 217 122 43 Shear 476 345 282 222 175 164 139 125 108 85 476 345 213 L/360 2,828 1,064 582 282 138 113 99 71 46 23 1,022 385 130 L/240 4,242 1,596 873 423 207 169 148 107 70 34 1,534 577 195 32 oc L/180 5,656 2,128 1,164 564 276 225 198 142 93 45 2,045 769 260 Bending 875 492 342 219 140 123 78 63 44 28 571 321 114 Shear 571 414 339 267 211 197 167 150 129 102 571 414 256 __ L/360 5,003 1,882 1,030 499 244 199 175 126 82 40 2,154 810 273 L/240 7,505 2,823 1,545 748 367 299 263 189 123 60 3,230 1,215 410 48 oc 10,006 3,764 2,060 998 489 399 350 252 164 80 4,307 1,620 547 Bending 1,583 891 618 396 253 223 141 114 79 51 1,000 563 200 Shear 733 531 435 342 270 252 214 192 166 131 733 531 329 (a) The strength axis is the long panel dimension unless otherwise identified. (b) Nominal thickness may vary within Span Rating. For range of thicknesses, see Table 5 of APA's Panel Design Specification, Form 0510. 0 2006 APA -7he Engineered Wood Arsosiallon PERFORNIARI OE RATED PANELS FOR FLOORS, WALLS, AND ROOFS APA Performance Rated Panels are rated for t}iree end uses: singIe1ayer flooring, exterior siding, and sheathing for roofs, finors and walis. The categories are further broken down ino exposure durability classifications (resistance mmoisture exposure), arid an addilional sheathirig category (Stmctural 1) denoting addiilonal strength in Lhc cross -panel direction and in racking. In ordeto qualify For a particular end use, panels must he subrnitted for tes1 ing and meetpedbrmanmoimria(n three critical areas: structural perfor- mance, physical properties and glue orformaoc .pbyoica|pmper|hsandQ|ur bond durability, Panels are typ|ra|lydassiApd(nonvv[ two expouredumhUityclassificaUonm: • Exterior panels havc a fully waterproof bond and are designed for appllcalions suI)Ject to permanent e.xposure to the h • Exposure / panels have afully water- proof bond and are designed for appli- cations *here(nnQmnstrucbnodelays may be expected prlor to providing protcction. Approximately 95 percent of Performance Rated Panels are manu 6�m�dvidb��dc�wnv/�n � APA Rated Sheathiiig Is rated for use as subfloor, wall or roosheathing. It is used in a myilad of conslruclion and miscellaneous applications where strength and stitfness are required. For outdoor use, be sure to select panels with an Exterior exposure classification. Rated Sheathing is also available as APA Rated Sheathing/Ceillng Deck, where one surface has an overlay, texturing or grooving. Common thlcknesses far sheathing panels are 5/16, 3/8, 7/10. 15/32. 1/2, 19/32, 5/8, 23/32, and 3/4 inch. • Structural {isadesignation applied m APA Rated Sheathing where enhanced racking and cross -panel strength propef- tiesamofmoximum|mpo,|anox. Structural 1 panels are lypicaily used in demanding applicatlons such as struc- turald|aphmQmmxndpaoelizcdmnfs. • APA Rated Wall Bracing Is interided for wall sheathing appllcaUons where only conventional bracing Is required. Such pane.ls often have other attributes of interest to the speclfict; such as special fire resistance. APA Rated Sturd-I'Ploorisocombined auhOvnr/ondvrbymoo/oin8le4a}mr [loorlrig for use under carpet and pad. It cari be used In place of separate subfloor and underlayment Iayers. The panel surface has extra resistance uzpunch- through Jama8r.Pxnc/xarexvuUallo with square or tongue -and -groove (T&C)odAo». T&G panels are typically 47 |/3 incites wide; check with local suppliers. Where resilient flooring such as vinyl will be used, an additionalayer of thiri, sanded un0c,|nymcnthrecommended, APA Rated Sturd-1-Floor is available in both 6 Exterior and Exposure 1 In thicknesses of 19/32, 5/8, 23/32, 3/4, 7/8, 1, and 1-1/8 Inch. APA Rated Sidinis available as both panel and lap siding. Panel siding may be applied aver sheathlng or dlrectly over studs in Sturd-1-WalI (slngle wall) application. APA panclsiding Is available in a variety of surface textures and pat- terns, Including Texture 1-11, rough sawn, reverse board and balten, channel groove. and brushed. Panels are avali- ableable In 4 x 8, 4 x 9, and 4 x 10 -foot dimensions. Lap siding is avadable in lengths of O lo 16 [eet and widths of up to 12 inches, APA Rated Siding is rnarlLlfactured in thicknesses of 11/32, 3/8, 7/15, 15/32, 1/2. 19/32, and 5/8 inch. ©nvAPA The Engineered Wood xmuaolio" PERFORMANCE TESTI NO Field data and laboratory testing were used to develop the APA Performance Standards for APA Performance Rated Panels. Once a mill's panels have quali- fied for the Performance Rated Panel trademark, APA's quality auditors check the mill's quality -control program by selecting panels at random for tests. Specified quality -assurance tests are run daily, weekly and quarterly. There are three basic criteria for qualify- ing wood -based panel products under APA performance standards: structural adequacy, dimensional stability and bond durability. Wood -based products qualifying as APA Rated Siding are also evaluated for surface characteristics, including ability to accept different kinds of finishes. Performance criteria in each of these categories were established by building code requirements and through tests of panel products with known acceptance In the marketplace. The tests evaluated a panel's ability to perform to the expected and necessary level for the end-use application or market. Not all performance tests apply to all panels and their applications, but a partial list of typical tests includes: • Linear expansion. Measurements are taken between brass eyelets installed in the panel lo test dimensional change due to moisture. • Racking. A wall section of dimension lumber and structural panels is built and tested. A hydraulic jack applies lateral force to one corner, and deflec- tion and ultimate load on the wall are measured. • Uniform load. A panel is applied to joists. The unit Is sealed to permit a vacuum to be drawn beneath the panel. Atmospheric pressure then provides a uniform load. Deflection at a specified load is measured. A proof load for strength is also applied. • Concentrated static load (APA Rated Sturd-I-Floor and Sheathing). Load is applied through a one- or threc-irich diameter disc mid -span between joists at a panel edge. Deflection and ultimate load are measured. • Concentrated static load (APA Rated Siding). The end of a one -inch diameter rod is pushed into the panel, and the indentation measured. • Impact resistance. A hag of steel shot weighing 30 or 60 pounds, depending on span, is dropped on the panel mid - span between joists, to determine impact load performance. 7 • Hard -body impact loads (APA Rated Siding). A steel ball is dropped on the panel from several feet, and the inden- tation measured to determine surface toughness. • Direct fastener withdrawal. Nails are driven into the panel, then the force needed to pull them out is measured. • Lateral fastener strength. A nail is driven through the panel, and through a hole in a steel block behind the panel. Force is then applied to move the panel laterally. • Surface profile (APA Rated Siding). 'l'he decorative surface on the exposed siding face is measured before and after going through moisture cycles to deter- mine stability. • Peel test (APA Rated Siding). A strip of cheese cloth is painted on the decorative surface of a siding panel After it dries, the force required to peel it off is mea- sured to test the suitability of the sid- ing's surface to accept paint and stain CO 1999 APA - The Engineered Wood Association SPAM ATI RI GS The Span Ratings In the trademarks on Performance Rated Panels denote the maximum recommended center -Lo center spacing of supports, in inches, over which the panels should be installed. For APA Rated Sheathing and Sturd-I- Floor, the Span Rating applies when the long panel dimension is across sup- ports, unless the strength axis is other- wise identified. The Span Rating for APA Rated Siding panels is for vertical installation; t'or lap siding, the rating applies with the long dimension across supports. For APA Rated Sheathing, the Span Rating looks like a fraction, such as 32/16. The left-hand number denotes the maximum spacing of supports (in inches) when the panel is used for roof sheathing, and the right-hand number denotes the maximum spacing of supports when the panel is used for subflooring. APA THE ENGINEERED RATED SIDING 24 oc 15/32 INCH SIZED FOR SPACING EXTERIOR 000 PRP -1011 HUO•UM-40 Sheathing panels with roof Span Ratings of 24 or greater may be used vertically or horizontally as wall sheathing over studs at 24 inches on center (o.c.). Those with roof Span Ratings of less than 24 may be used vertically or hori- zontally over studs at 16 inches o.c. APA Rated Sheathing may also be man- ufactured specifically for use as wall sheathing. These panels arc identified with Span Ratings of Wall -16 or Wall -29. Horizontal edges of all wall sheathing must be blocked when panels are used as bracing. APA Rated Sturd-I-Floor panels are designed specifically for single -floor (combined subfloor-underlayment) applications under carpet and pad and are manufactured with Span Ratings of 16, 20, 24, 32, and 48 oc. APA Rated Siding is produced with Span Ratings of 16 and 24 oc. Both panels and lap siding may be used direct to studs or over non-structural sheathing (Sturd-I-Wall construction) or over nailablc panel or lumber sheathing (double wall construction). Veneer -faced APA Rated Siding panels may be applied horizontally over studs 24 inches o.c., provided horizontal joints are blocked. Spacing supports precisely at Span Ratings will meet minimum code requirements. For structures that will exceed minimum code requirements, space supports closer than the recom- mended Span Ratings. Allowable uniformly distributed live load at maximum span for APA Rated Sturd-I-Floor and APA Rated Sheathing is 100 psf for floors plus 10 psf dead load (65 psf total load for Sturd-I-Floor 48 o.c.) and 30 psf for roofs (35 psf for Rated Sheathing 48/24 or greater) plus 10 psi' dead load. Higher live load levels can be achieved by placing supports closer than the maximum span indi- cated on the APA Rated Sheathing or Sturd-I-Floor trademarks. Refer to APA's Design/Construction Guide: Residential & Commercial for these live load levels. 8 APA THE ENGINEERED WOOD ASSOCIATION RATED SHEATHING 32/16 15/32 INCH SIZED FOR SPACING EXPOSURE 1 000 PRP•100 11110•UM•40 APA THE ENGINEERED WOOD ASSOCIATION RATED STURD-I-FLOOR 24 oc 23/32 INCH SIZED FOR SPACING TAG NET WIDTH 47412 EXPOSURE 1 000 RIMMEMIN PRP•105 HUD•UM•40 0 1999 APA - The Engineered Wood Association D-BlazelTreatedwood.com t recitedwood corn Wince -reat rrty'l", utions WHERE TO BUY Search the Site GO Find a Retailer near you, TREATED WOOD SOLUTIONS PRODUCTS 3 -PART SPECS 8 DATA FAQS SUSTAINABILITY Page 1 of 5 About Us Contact Us Site Map Ell Home Products D -Blaze 01.8ZE tea WW1 D-Blezee lire retardant treated wood (FRTW) Is available far interior applications where fire retardant construction materials are specified or required by building codes. D -Blaze treated lumber and plywood is highly effective in controlling the spread of flame and smoke development caused by fire. D -Blaze treated products show no evidence of significant progressive combustion at 30 minutes exposure to flame. In most applications, D -Blaze treated products offer a lower in- place cost than noncombustible classified materials. Extended specifications can be found on the Specs page, at ARCAT,com and at SpoxPlus,nel. Architects, specifiers, and designers can learn more by taking a Continuing Education course on FRTW sponsored by Viance and provided by Ron Blank Associates. This course earns one hour HSW credit. Features Applicebans Applevals Hem to Spealb, Date Tables Salate Table 1 STRENGTH DESIGN ADJUSTMENT FACTORS FOR D-BLAZEe FIRE RETARDANT LUMBER COMPARED TO UNTREATED LUMBER Property SERVICE TEMPERATURE <100 °F (38 °C) Compression Parallel, Fc 0.935 Horizontal Shear 0.985 Tension Parallel 0.874 Bending: 1.000 Modulus of Elasticity, E Bending: 0.972 Extreme Fiber Stress, Fb 0 -BLAZE. LUMBER ROOF FRAMING, CLIMATE ZONE" 1A 1B 2 0.935 0.935 0.935 0.838 0.894 0.964 0.625 0.775 0.905 0.977 0. 0.997 0.740 0.028 0.939 Fasteners/Connectors 0.900 0.900 0.900 0.900 Climate Zone definition: Zone 1 - Minimum design root five load or maximum ground snow load s 20 pat (960 Pa) hup://treatedwood.com/products/dblaze/ PRODUCTS Ecolife Preserve ACC TimberSascr Dunn I1M BudaTimber CCA Ace* %ance NEWS & EVENTS D -Blaze FRTW slows the spread of flame and smoke. pi D -Blaze FRTW was used In many notable commercial projects... 10/30/2012 D -Blaze 1 Treatedwood.com Page 2 of 5 Zone 1A — SouthWest Arizona, South East Nevada (area bounded by Lae Vegas- Yuma- Phoenix- Tucson) Zone 1B — All other qualifying areae of the United States Zone 2 — Maximum ground snow load t 20 psf (960 Pa) 'Duration of load adjustments for snow loads, 7 -day (construction) loads, and wind loads as given in the National Design Spedficatlons for Wood Construction apply. Table 2 SPAN RATINGS FOR 0 -BLAZE@ FIRE RETARDANT SOUTHERN PINE PLYWOOD FOR ROOF SHEATHING APPLICABLE AT A TEMPERATURE UP TO 1709 F (772C) BASED ON UNIFORM LOADING, TWO SPAN CONSTRUCTION AND L/100 DEFLECTION LIMIT PLYWOOD D-BLAZEe 1'''''4,U S,1o,",1Z1a THICKNESS PLYWOOD ROOF SHEATHING SPAN RATINGS (INCHES) USED AT TEMPERATURES a 100°F AND <170°F 'Ia" (0.375) "/sa" (0.469) '12' (0.500) "/ai' (0.594) '/a" (0.625) 2%2" (0.719) '4" (0.750) 7/8' (0.075) 1 (1.000) 1 '/i' (1.126) Table 3 1A 20 24 24 32 32 40 40 48 CLIMATE ZONE..? 1B 2 20 20 24 24 32 24 24 32 32 32 32 48 48 40 48 48 SPAN RATINGS FOR D -BLAZE® FIRE RETARDANT DOUGLAS FIR AND OTHER SPECIES PLYWOOD FOR ROOF SHEATHING APPLICABLE AT A TEMPERATURE UP TO 1709 F (77'C) BASED ON UNIFORM LOADING, TWO SPAN CONSTRUCTION AND L/180 DEFLECTION LIMIT PLYWOOD D.BLAZEe7'2.34AAa,1a,11,12,1a THICKNESS PLYWOOD ROOF SHEATHING SPAN RATINGS (INCHES) USED AT TEMPERATURES > 100°F AND <170°F CLIMATE ZONE''? http://treatedwood.com/products/dblaze/ 10/30/2012 D -Blaze 1 Treatedwood.com Page 3 of 5 1A 1B 2 '4' (0.375) 16 16 20 (0.460) 20 20 24 '/2" (0.500) 20 20 24 1°62" (0.594) 24 24 32 °/." (0.625) 24 24 32 2%2" (0.719) 32 32 32 3re. (0.750) 32 32 32 (0.875) 40 32 40 1 (1.000) 40 40 48 1 '1." (1.125) 48 40 48 Notes for Tables 2 and 3: Si Units Conversion: 1 inch = 25.4 mm, 1 psf = 48 N/m2 'All loads are based on two -span condition with panels 24 inches wide or wider, strength axis perpendicular to supports. 2Fastener size and spacing must be as required in the applicable building code for untreated plywood of the same thickness. 'Roof spans and loads apply to roof systems having the minimum ventilation areas required by the applicable building code. Fifty percent of required vent area must be located on upper portion of sloped roofs to provide natural air flow. 'For low -sloped or flat roofs with membrane or built-up roofing having a perm rating less than 0.2, use rlgld insulation having a minimum R value of 4.0 between sheathing and roofing, or use next thicker panel than tabulated for the span and load (e.g., 19/32 for 24 Inches, 23/32 for 32 inches); and use a continuous ceiling air barrier and vapor retarder with a perm rating less than 0.2 on the bottom of the root framing abovethe ceiling finish. 'For unblocked roof diaphragms panel edge clips are required for roof sheathing: one midway between supports for 24 -inch and 32 -inch spans, two al 1/3 points between supports for 48 - inch span. Clips must be specifically manufactured for the plywood thickness used. 'Tabulated loads for Zone 1 A are based on a duration of load adjustment for 7 -day (construclion) loads 01 1.25. Tabulated loads for Zone 1B and Zone 2 are based on a duration of load adjustment for snow of 1.15. Alt values within the table are based on a dead load (DL) of 8 psf. If the DL is less than or greater than 8 psf, the tabulated live load may be increased or decreased by the difference. Applicable material weights, psf: asphalt shingles - 2.0, 1/2 - inch plywood - 1.5, 5/8 -inch plywood - 1.8, 3/4 -Inch plywood - 2.2. 'Climate Zone definition: ZONE 1 - Minimum design roof live load or maximum ground snow load s 20 psf (960 Pa) ZONE 1A - SouthWest Arizona, South East Nevada (area Bounded by Las Vegas- Yuma- Phoenix- Tucson) ZONE 1B - All other qualifying areas of the United States ZONE 2 - Maximum ground snow load a 20 psi (960 Pa) 'Duration of load adjustments for snow loads, 7 -day (construction) loads, and wind loads as given in the National Design Specifications for Wood Construction apply. 'D -Blaze treated plywood must not be used as roof sheathing if a radiant shield Is used beneath the roof sheathing. '°The 19/32 -Inch and 5/8 -inch thickness are limited to performance rated 4 -ply or 5 -ply. 23/32 - and 3/4 -inch thicknesses are limited to performance rated 5 -ply or 7 -ply. "Deflection of roof sheathing at tabulated maximum live load is less than 1/240 of the span, and under maximum live load plus dead load is less than 1/180 ol the span. 12Staples used to attach asphalt shingles must be minimum 15/16 -inch crown and minimum 1 -inch leg, or otherwise comply with the applicable code, with the quantity of fasteners adjusted in accordance with Table 1 of this report. http://treatedwood.com/products/dblaze/ 10/30/2012 D -Blaze 1 Treatedwood.com Page 4 of 5 "Placement of insulation and airflow should be designed to maintain acceptable wood temperatures. Good ventilation is essential in fire retardant wood construction to minimize excessive relative humidity and condensation. At relative humidity conditions when FRW moisture content levels are expected to exceed 15%, appropriate design value adjustments for high moisture content should be made. Table 4 D -Blaze® Treated Plywood Subfloor Allowable Spans (Inches) used at Temperatures < 1003 F (362 C) PLYWOOD THICKNESS (INCHES) V (0.375) 15/32. (0.489) 11." (0.500) 15/32. (0.594) e/i' (0.625) 22/32' (0.719) '/2' (0.750) 7,, (0.875) 1 (1.000) 1 '/e" (1.125) Southern Pine Douglas Fir Allowable Span Allowable Span (Inches)'' (Inches)''' 16 20 20 24 24 32 32 40 40 48 SI Units Conversion: 1 inch = 25.4 mm, 1 psf . 48 N/m2 16 20 24 24 32 32 32 40 'Uniform live load -100 psf and Dead load = 10 psf, LL defieclion s L/360, LL+ DL deflection 5L/240 'Fastener size and spacing must be as required In the applicable building code for untreated plywood of the same thickness. Proper roof system ventilation shall be used to provide a unllorm flow of air over all interior surfaces of the plywood to prevent heat build-up and sufficient to effectively remove moisture where the roof is warmed by solar radiation. Table 5 The following species are building code compliant when treated according to ESR -2645, and these spades also have the UL FR -S classification. D -Blaze Lumber and Plywood Approved Species Softwood Lumber Jack Plne Lodgepole Pine Ponderosa Pine Southern Yellow Pine Red Pine Alpine Fir Baisam Fir DOuglso Fir Hem -Fir Spruce -Pine -Fir (SPF) White Fir Western Hemlock Black Spruce Englemann Spruce Red Spruce White Spruce http://treatedwood.com/products/dblaze/ 10/30/2012 D -Blaze 1 Treatedwood.com Douglas Fir Lauan Plywood Hardwood Lumber Red Pine Southern Yellow Pine Basswood Red Oak NOTE: From time to time, additional species will be tested. Check with your supplier if the species desired are not shown. LATEST VIDEOS Ecollfe_Demo.m4v Mao Length: 02:40 DesIgningSpecesile Video Length: 08:40 See all of our videos LATEST HEADLINES Vlance Announces New Appointments and Promotions Vlance is pleased to announce two new personnel and three... Viance Launches Continuing Education Course for Architects Viance is proud to sponsor a new online Continuing Education course... Ecolite Featured In US Building Digest Video Ecolife Stabilized Weather -Resistant Wood was featured in a video... Page 5 of 5 NEWSLETTER SIGNUP Ali Sign up to receive our email newsletters 1-011154 every month. Sign Up v RESOURCES Facebook Youtube LJ Twitter CI LInkedln Treater Services Industry Links Privacy Statement Locations CA Transparency in Supply Chains Act Vlance LLC 2012 All rights reserved. A EA http://treatedwood.com/products/dblaze/ 10/30/2012 Jason Socola Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ XX DLE 11/19/14 SEE COMMENTSON DRAWINGS F1&F2. REVISE AND RESUBMIT RECORD COPIES OFF1&F2 Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described Product is Sufficient for Application and Loads Described both sides WHAT IS THIS DOUBLE LVL FOR? DOUBLE LVL REQUIRED HERE. SEE PLAN AND 13/S109 EXTENSION OF LVL NOT REQUIRED NEED TIE-DOWN FOR UPLIFT-SEE 3/S108 NEED TIE-DOWN FOR UPLIFT -SEE 3/S108 PROVIDEBLOCKING FOR BEARING WALL ABOVE SPACE JOISTS TO ALLOW SHEAR/ BEARING WALL ABOVE TOEXTEND TO DECK. SEE 10/ S109 SPACE JOISTS TO ALLOW SHEAR/ BEARING WALL ABOVE TOEXTEND TO DECK. SEE 10/ S109 Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X X DLE 11/19/14 GCCORNFIRM SIZE AND LOCATION OF THIS OPENING SPACE JOISTS TOALLOW SHEAR/BEARING WALL ABOVE TOEXTEND TO DECK. SEE 10/S109 both sides SPACE JOISTS TO ALLOW SHEAR/BEARING WALL ABOVE TOEXTEND TO DECK. SEE 10/S109 SPACE JOISTS TOALLOW SHEAR/BEARING WALL ABOVE TOEXTEND TO DECK. SEE 10/S109 DOUBLE 14"TJI360 UNDERRECESSED 3'RD FLOORWALL ABOVE. PROVIDE JOIST BLOCKINGAT RECESSED THIRD FLOOR ABOVE SPACE JOISTS TO ALLOW SHEAR/BEARING WALL ABOVE TOEXTEND TO DECK. SEE 10/S109 Approved Approved as Noted Revise as Noted/Resubmit Rejected/Resubmit as Specified No Action Required Submittal Not Requested/Returned without Review Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job site; information that pertains solely to the fabrication process or to the means and methods of construction; coordination of the work of all trades; and performing all work in a safe and satisfactory manner. This approval does not modify Contractor’s duty to comply with the Contract Documents. Reviewed by:_______________ Date:_________ X X DLE 11/19/14 LECESSE au CONSTRUCTION The Power of Partnership 75 Thruway Park Drive West Henrietta, NY 14586 Ph : 585-334-4490 Submittal Job: 14-0298 Stone Quarry Apartments 400 Spencer Road Ithaca, NY Spec Section Title: Wood Framing Submittal Title: Dimensional Lumber PD Subcontractor: WM B Morse Lumber Primary Contact: Todd Cymerman Phone Number: 585-721-5029 Supplier/Manufacturer: If this box is checked this submittal may differ from the plans and specs because there is a contract clarification that applies to this submittal. Notes: Includes studs, lineal, LVL, and pressure treated General Contractor: LECESSE Construction Services LLC Spec Section No: 061100-2.1A Submittal No: Revision No: RO Sent Date: 10/22/14 Required From Sub: 10/20/14 Approved By Architect: Subcontractor Stamp LECESSE Stamp I HAVE PERSONALLY REVIEWED THIS SUBMITTAL AND IN MY ESTIMATION THIS DOCUMENT FULFILLS THE INTENT OF THE PLANS AND SPECIFICATIONS AND IS APPROVED FOR SUBMISSION. LECESSE CONSTRUCTION SERVICES LLC BY: Jason Socola Architect/Engineer Stamp 4 UES FOR WESTERN MENSI�t L No ick by 2" and wider Apply other Adjustment Factors, Tables A through E when appropriate. Refer to page 8. Grades described in Western Lumber Grading Rules, Sections 40.00, 41,00, 42,00 and 62,00 SIZE GRADE 2" to 4" thick by Extreme Fiber Stress in Bending, Fb 2" & 3" thick 2" & 3" thick 4" thick single repetitive single2 Tension Hori- Parallel zontal Perpendicular Parallel Modulus of to Grain shear to Grain to Grain Elasticity F1 Table 3 Western Hemlock, Noble Fir, California Red Fir, Grand Fir, Pacific Siver Fir, White Fr Compression 2"-4" wide (2x2, 2x3 2x4, 3x3, 3x4, 4x4) Select Structural No. 1 & Btr. No. 1 "T No. 2 No. 3 Construction Standard Utility (2x2, 2x3, 3x3) Utility (2x4, 3x4, 4x4) Stud 2100 1650 1465 1275 750 975 550 100 250 745 2415 1900 1680 1465 865 1120 635 115 290 855 2100 1650 1465 1275 750 975 550 250 745 1390 1090 940 790 450 600 325 60 150 440 150 150 150 150 150 150 150 150 150 150 405 405 405 405 405 405 405 405 405 405 1725 1555 1555 1495 835 1550 1300 510 850 840 1,600,000 1,500,000 1,500,000 1,300,000 1,200,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 r wide (2x6, 3x6, 4x6) Select Structural No. 1 & Btr. No. 1 No. 2 No. 3 Stud 1820 1430 1270 1105 650 675 2095 1645 1460 1270 750 775 1820 1430 1270 1105 650 675 1205 945 815 685 390 400 150 150 150 150 150 150 405 405 405 405 405 405 1650 1485 1485 1430 800 800 1,600,000 1,500,000 1,500,000 1,300,000 1,200,000 1,200,000 8" wide Select Structural (2x8, 3x8, No. 1 & Btr. 4x8) No. 1 o.2 No. 3 / Stud 1680 1930 1820 1110 150 405 1575 1,600,000 1320 1520 1430 870 150 405 1420 1,500,000 1170 1345 1270 750 150 405 1420 1,500,000 1020 1175 1105 630 150 405 1365 1,300,000 600 690 650 360 150 405 760 1,200,000 10" wide Select Structural (2x10, 3x10, No. 1 & Btr. 4x10) No. 1 4.No. 2 No. 3/ Stud 1540 1210 1075 935 550 1770 1390 1235 1075 635 1680 1320 1170 1020 600 1020 800 690 580 330 150 150 150 150 150 405 405 405 405 405 1500 1350 1350 1300 725 1,600,000 1,500,000 1,500,000 1I 300I 000 1,200,000 12" wide Select Structural (2x12, 3x12, No. 1 & Btr. 4x12) No. 1 *o. 2 No. 3 / Stud 1400 1100 975 850 500 1610 1265 1120 980 575 1540 1210 1075 935 550 925 725 625 525 300 150 150 150 150 150 405 405 405 405 405 1500 1350 1350 1300 725 1,600,000 1,500,000 1,500,000 1,300,000 ,200, 000 14" & wider Select Structural (2x14 & wider, No. 1 & Btr. 3x14 & wider, No. 1 4x14 & wider) W0 . 2 No. 3 / Stud 1260 990 880 765 450 1450 1140 1010 880 520 1400 1100 975 850 500 835 655 565 475 270 150 150 150 150 150 405 405 405 405 405 1350 1215 1215 1170 655 1,600,000 1,500,000 1,500,000 1,300,000 1 200 000 f 1 Design values in pounds per square inch. 2 If using 4" thick lumber in repetitive systems, multiply the 4" thick single Fb value by 1.15 to yield the repetitive member value. Example: Hem -Fir No. 1 4x8 repetitive Fb is 1270 x 1.15 = 1460 psi Note: Due to rounding to the nearest 5, some numbers in this table are slightly different from those computed when SIZE and REPETITIVE MEMBER adjustments ((rom tables A & 8 in the VVWPA Product Use Manual) are applied to BASE VALUES for dimension lumber LVL 2650Fb1.9E Product Specifications & Design values 12 ALLOWABLE STRESS DESIGN VALUES (P50 Grade Bending StressModulus of ElaStIcity" E (x 10") „„„......,,__ 265065-1.9E 2650 1.9 Shear Stress (Parallel To Grain) (Perpendicular To Grain) 285 2350 750 NOTES: 1, LP° SolidStart° LVL shall be designed for dry -use conditions only, Dry -use applies to products installed in dry, covered and well ventilated interior conditions in which the equivalent moisture content in lumber will not exceed 16%, 2, The allowable strengths and stiffness are for normal load duration. Bending, Shear and Compression parallel -to -grain shall be adjusted according to code. Modulus of Elasticity and Compression perpendicular -to -grain shall not be adjusted. 3 The allowable Bending Stress, Fb, for LP LVL is tabulated for a standard 12" depth. For depths greater than 12!' multiply Fb by (12/depth)3. For depths less than 12'; multiply Fb by (12/depth)mm. For depths less than 3-1/2:' multiply Fb by 1.147. 4, Deflection calculations for LP LVL need only consider bending deformations The tabulated Modulus of Elasticity, E, for LP LVL is the "apparent" E and includes an approximation of the effects of shear deformations, Deflection for a simple span, uniform270wL4 load: A - Ebd1 Where IX = deflection (in) w = uniform load (plf) L = design span (ft) Equations for other conditions can be found in engineering references, SECTION PROPERTIES AND ALLOWABLE CAPACITIES E = modulus of elasticity (psi) b = width of beam (in) d = depth of beam (in) Weight Allraerabie Maittent Allowable Shear Depth (lb/ft) (lb -ft) (Ib) 1-3/4" 3-1/2" 5-1/4" r 1-3/4" 3-1/2" 5-1/4" 7" 1-3/4" 3-1/2" 5-1/4" 7-1/4" 3.6 7.3 10.9 14.5 3580 7161 10741 14322 2411 4821 7232 9643 9-1/4" 4.6 9.3 13.9 18.5 5673 11346 17018 22691 3076 6151 9227 12303 9-1/2" 4.8 9.5 14.3 19.0 5966 11932 17898 23863 3159 6318 9476 12635 11-1/4" 5.6 11.3 16.9 22.5 8211 16421 24632 32842 3741 7481 11222 14963 11-7/8" 5.9 11.9 17.8 23.8 9093 18187 27280 36373 3948 7897 11845 15794 tVL- Moment of Inertia (in") 1-3/4" 3-1/2" 5-1/4" 56 111 167 222 115 231 346 462 125 250 375 500 208 415 623 831 244 488 733 977 14" 7.0 14.0 21.0 28.0 12349 24699 37048 49397 4655 9310 13965 18620 400 800 1201 1601 16" 8.0 I 16.0 24.0 32.0 15825 31650 47475 63300 5320 10640 15960 21280 597 1195 1792 2389 18" 9.0 I 18.0 27.0 36.1 19694 39389 59083 78777 5985 11970 17955 23940 851 1701 2552 3402 NOTES: 1. The Allowable Moment and Shear capacities are for normal load duration and shall be adjusted according to code. 2 The 3-1/2" beam widths listed above may be either a single piece or two plies of 1-3/47 The 5-1/4" and 7" beam widths are a combination of 1-3/4" and/or 3-1/2" plies. For example, a 7" wide beam may be two plies of 3-1/4 a 3-1/2" with a 1-3/4" ply attached to each face, or four plies of 1-3/4'.' Billet beam is not available in this grade Refer to the Connection Assemblies details on page 22 for additional information 3 The tabulated weight is an estimate and shall only be used for design purposes. Contact LP for actual shipping weights. FASTENERS: Refer to pages 22-23 for information on connecting multiple plies and for the equivalent specific gravity for design of nailed and bolted connections. REACTION CAPACITY (LBS) L " 2" 2-4/2; 3" 3-1/2" 4" ;I-1/2" 5" 5-1/2" 6"Bear6in-g1-1/26"nth Width 1-1/2T 7-1/2" 8" 8-1/2" 9-1/2" 10" 1 1-3/4" 1968 2625 3281 4937 4593 5250 5906 1 6562 7218 7875 8531 9187 9843 10500 11156 11812 12468 13125 3-1/2" 3937 5250 6562 7875 9187 10500 11812 13125 14437 15750 17062 18375 19687 21000 22312 23625 24937 26250 5-1/4" 5906 7875 9843 11812 13781 15750 17718 19687 21656 23625 25593 27562 29531 31500 33468 35437 37406 39375 7" 7875 10500 13125 15750 18375 21000 23625 26250 28875 31500 34125 36750 39375 42000 44625 47250 49875 52500 10-1/2" 11" 11-1/2" 12" 13781 14437 15093 15750 27562 28875 30187 1 31500 41343 43312 45281 47250 55125 57750 60375 63000 NOTES: 1, The Reaction Capacity values are based on the compression strength, perpendicular -to -grain, of the LVL This is suitable far beams bearing on steel or the end -grain of studs. 2. Verify that the support for the beam is structurally adequate to carry the reaction. The compressive strength parallel -to -grain, of studs may require more studs than the bearing length above indicates. 3. For beams bearing on wood plates, the required bearing length will increase based on the bearing strength (compression perpendicular -to -grain) of the species and grade used for the plate material. 4 Verify local code requirements concerning minimum bearing. RESIDENTIAL Wood Treated Right' Wolmanized" Residential Outdoor wood combines the natural beauty of real wood with a lifetime limited warranty against termites and fungal decay. It is protected with preservative. This wood is ideal for decks, retaining walls, fences, picnic tables, planter boxes, walkways, sill plate and structural members. Copper azole - treated wood, at appropriate retention levels, can be used for above ground, ground contact, and freshwater immersion applications. It is presently not recommended for saltwater immersion. Copper is the active ingredient, protect- ing against termites and most fungal decay. Protection against copper -tolerant fungi is provided by an azole co -biocide which has also been used as a fungicide for fruits, peanuts, and other crops. The formulation renders wood useless as a food source for termites and fungi while keeping the wood attractive, clean, and odorless. To reduce stress during the periodic wetting and drying of exposed lumber products and to help stabilize the wood before construction, water repellent can be applied to Wolmanized' Outdoor' wood as part of the treating process. As with CCA, the copper azole preservative is forced into the wood under pressure, where it provides decades of protection. However, some chemical may migrate from preserved wood into surrounding soil and water over time and may also be dislodged from the wood surface upon contact with skin. Warranty: Wolmanized" lumber is backed by a lifetime limited warranty in qualifying resi- dential and agricultural applications. See website for details. Recommended hardware: The International Building Code and International Residential Code require metal fasteners in contact with any preservative treated wood to be hot -dipped gal- vanized material meeting PRODUCT INFORMATION: Wolmanized® Re Outdoor® Woo ASTM A 153. This level of galvaniza- tion is appropriate for wood treated with CA -B, and will provide extra pro- tection for CA -C and pCA-C. Code requirements should be observed. Connectors should be made from glavanized steel sheet conforming to ASTM A 653 Class G185. For Permanent Wood Foundations, use 304 or 316 stainless steel fasteners. Indoors, and where wood will remain dry in service, corrosion is less likely to occure than outdoors. The model code permits use of standard galvanized strapping or mild steel • olmanized" e wood is protecte preservative. For severa has formulation denoted Copper Azole type B (CA -B), This preservative is currently transitioning to a type C with reduced copper content. Type C is produced using either dissolved copper or dispersed (finely ground particles sus- pended in the treating solution) copper. Because of species differences, western species are being treated, or will be treated, with the dissolved version, CA -C, while, for eastem woods, the dispersed copper ver- sion (abbreviated pCA-C) may be preferred.. anchor bolts 1/2" diameter and larger is also acceptable for fastening Wolmanized' wood to foundations. Maintenance: When dry on its surface, Wolmanized' wood can be stained like ordinary wood, and, once dry internally, can be painted. For thorough internal drying, purchase material that has been re -dried after treatment or, after the project has been completed, allow several months of good drying weather prior to painting. Many light-colored latex paints can be used successfully, following brush -application of an oil-based primer. Primer should not be applied by sprayer, nor should coatings be used if their manufacturer advises against an oil-based primer. Always follow the manufacturer's directions and take special care in coating end grain, holes, and cuts. For protection against moisture damage, regular application of a topical water repellent is recommended. Periodic cleaning can revive the color of preserved lumber. Handling precautions: Follow the same guidelines as for traditional treated wood, which are essentially the same guidelines that should be followed for handling untreated wood. For example: wear a dust mask to control inhalation of sawdust; do not use treated wood under cir- cumstances where the preservative may become a component of food or animal feed (note: in raised bed gardens this may be accomplished by placing an impervious liner such as heavy polyethylene between the treated wood and the soil); wear gloves when working with wood; wear goggles to protect eyes from flying particles; and wash after working with wood and before eating, drinking, toileting, or using tobacco products. For other precautions, see the website. Disposal: Wolmanized" wood waste, such as scraps, broken boards, and sawdust, can be disposed of with ordinary trash collection. Treated sawdust and shavings are not recom- mended for composting, mulching, or animal Used hod tetoottpied by Deco Johosoo„ IMst of the popotoF TV fermi, Homehme bedding, and the wood should not be bumed except in approved commercial incinerators. Codes and standards: This wood meets requirements of model building codes for many applications, and a code evaluation report has been issued. See ICC's ESR -1721 for allowable values and/or conditions of use. Such reports are subject to re-examination, revisions, and possible closing of file. CA -B preservative treatment is listed in the standards of the American Wood Protection Association for abo d (Use Categories UC1, UC2, UC ground contact (Use Categorie 4B, and UC4C) applications. CA -C formulations are in the process of obtain- ing AWPA listing. And it's wood: In addition to the preservative treatment that enables wood to last a long time, Wolmanized' wood has all of the environmental and other advantages associated with wood itself. Its source is a renewable and rapidly replen- ished resource grown on managed timberlands, requiring less energy to produce than alternative building materials and offering greater insula- tion value. Growing forests and wood products reduce greenhouse gases. Wood offers excellent workability with common construction skills and tools, plus it provides design flexibility and is generally more economical than alternative materials. Furthermore, for many applications, wood is aesthetically preferable. Model specification: For a downloadable and editable model spec, visit www.wolmanizedwood.com/spec. 20 4 24 Mel GENUINE WOLMANIZEQ R*11011N11,004 WII ilti) Wood Treated Right" AGRICULTURE, FARM USE Specification Guide for Treated Wood End Uses Use Category Preservative Retention (Lbs. per cubic foot) Round poles and posts as structural members Sawn poles and posts as structural members Posts, Fence 4B 4B CA -B CA -C pCA-C .31 .25 .23 .31 .25 .23 Round, half & quarter round 4A .21 .15 .14 Sawn four sides Lumber, in soil contact 4A .21 .15 .14 4A .21 .15 .14 Lumber, not in soil contact 3B .10 .06 .05 Plywood, in soil contact Plywood, not in soil contact Grape stakes, sawn 4A 3B 4A .21 .10 .21 .15 .06 .15 .14 .05 .14 BUILDING Floor plate 2 .10 .06 .05 CONSTRUCTION Flooring, residential MATERIAL Damp environment Dry environment Framing, interior .10 .06 .05 .10 .06 .05 1, 2 .10 .06 .05 Lumber Interior, above ground 1, 2 .10 .06 .05 Exterior, above ground Ground contact and fresh water use Permanent Wood Foundation 38 .10 .06 .05 4A .21 .15 .14 Lumber & Plywood Plywood 48 .31 .25 .23 Sub -floor, damp above ground Exterior, above ground 2 .10 .06 .05 3B .10 .06 .05 Ground contact and fresh water use 4A .21 .15 .14 Poles, building Round Sawn 4B .31 .25 .23 4B, 4C .31 .25 .23 Piling, foundation, land & freshwater Round timber (Southern pine) 4C .41 35* .35* DECKS Above ground: Decking, joists, rails, steps Sapwood species: Decking, specialties 3B .10 .06 .05 3B .08 .06 .05 Ground contact: Posts 4A .21 .15 .14 FENCES HIGHWAY MATERIAL Pickets, slats, trim 3A, 3B .10 .06 .05 Posts, sawn Lumber and timbers for bridges, structural 4A .21 .15 .14 members, deddng, cribbing, & culverts Structural lumber and timbers: 4B .31 .25 .23 Posts: Round, half -round, quarter round 4A .21 .15 .14 Posts: Sawn 4A .21 .15 .14 Handrails and guardrails Posts, guardrail 3B .10 .06 .05 Round 4A .25 .25* .23* Sawn 4A .25 .25* .23* "Not yet evaluated for use in these applications .wolmanizedwood.com C 2008, Arch Treatment Technologies, Inc • Wolmanized and Outdoor are registered trademarks and Stabilyzr is a trademark of Arch Wood Protection, Inc, WOW -5079 LECESSE CONSTRUCTION The Power of Partnership Job: 14-0298 Stone Quarry Apartments 400 Spencer Road Ithaca, NY Spec Section No: 061053-2.6A Submittal No: Revision No: RO Sent Date: 10/22/14 Required From Sub: 10/20/14 Approved By Architect: Spec Section Title: Miscellaneous Rough Carpentry Submittal Title: Misc. framing Hardware Subcontractor WM B Morse Lumber Primary Contact: Todd Cymerman Phone Number: 585-721-5029 Supplier/Manufacturer: If this box is checked this submittal may differ from the plans and specs because there is a contract clarification that applies to this submittal. Notes: Includes: Hold downs, ply clips, and hurricane clips General Contractor: LECESSE Construction Services LLC 75 Thruway Park Drive West Henrietta, NY 14586 Ph : 585-334-4490 Subcontractor Stamp LECESSE Stamp I HAVE PERSONALLY REVIEWED THIS SUBMITTAL AND IN MY ESTIMATION THIS DOCUMENT FULFILLS THE INTENT OF THE PLANS AND SPECIFICATIONS AND IS APPROVED FOR SUBMISSION. LECESSE CONSTRUCTION SERVICES LLC BY: Jason Socola Architect/Engineer Stamp 1,:15tronterie: Straps & Ties HITSP seismic& Hurricane Ties so products ar imitable with additional corrosio age rna #twt 1 .. Fasteners Model 1 I Truss 1 No. Ga To Rafters/ To Plates To Studs 11Pri-11 18 6-8dx11/2 4-8d . H2A T 18 5-8dx11/2 2-8dx11/2 5-8dx1% ., H2ASS 18 1 5-SS8D 2-SS8D 5-5S8D ....10. r H2A . 18 I 5-8d 5-8d H2.5ASS 18 1 5-SSBd 5-558d H2.5T 18 1 5-8d 5-8d . ID H3 18 4-8d 4-8d — E l H4 20 4-8d 4-8d II 1-15 18 4-8d 4-8d 111, H6 16 .— 8-8d 8-8d • H7Z 16 4-8d 2-8dx11/2 8-8d SI PSON faction. Additional products on IT These products are approved for installation with the Strong -Drive SD with Simpson Strong -Tie for details. r Structural -Connector screw. See page 27 for more information. H8 H10A Sloped H10A 18 5-10dx1% 5-10dx1% 1 18 9-10dx11/4 9-10611/4 18 9-10dx1% 9-10dx1% DF/SP Allowable Loads ,r: Uplift with SPF/HF Allowable Loads Uplift with Uplift Lateral (160) 8dx11h Nails Uplift Lateral (160) 8dx1% Nails 060) 1 .Fr 1. E20.601 (160) Fi F2 (160) 585 485 I 165 455 1 400 415 140 370 • 575 1 130 1 55 ' — [... 495 130 55 — 400 1 130 i 55 - -1- 400 I 345 130 55 345 600 _j_._ 110 110 575 ' 535 110 110 495 440 75 70 365 380 75 70 310 545 135 ' 145 425 545 135 145 425 455 125 160 415 320 105 140 290 360 165 160 360 235 140 135 235 200 455 455 950 985 745 855 11407 H1OASS 18 9-SSN10 9-SSN10 970 H10AR 18 , 9-10dx1% 9-10dx11/2 1050 H1059.1° 18 1 8-8dx11/2 1 8-8dx11/21° 8-8d 1010 660 215 ,......_ ....._.. H10A-2 18 -10dx1% , 9-10dx1 'A 1245 815 260 H10-2 18 ' 6-10d 6-10d 760 455 1 395 H11Z 18 6-16dx21/2 6-16dx2% 830 525 760 115 400 75 590 590 565 490 265 100 170 - 820 845 630 565 345 75 170 285 285 285 760 1015 835 905 550 870 505 505 485 265 510 285 285 70 420 285 570 185 1070 655 715 100 225 390 340 450 655 12-8dx11/2 13-8d 13507 515 265 1050 480 245 H14 18 1 2 12-8dx1% 15-8d 13507 515 265 1050 480 245 9-10dx11/2 6-10dx11/2 740 310 190 635 265 160 TSP 16 9-10dx11/2 6-10d 890 3 1 Loads have been increased for wind or earthquake loading with no further increaseallowed reduce where other loads govern, 2. Allowable loads are .for one anchor. A minimum rafter thickness oI 2V.:* must be used when framinr. anchors are used on each side of the joist and on the sante side of the plate (exeption; connectors installed such that nails on opposite side don't tntertere), 3.Allowable 10F/SP uplift load for sl.ud to bottom plate installation (see detail 15) is 390 lbs.. (112.5A); 265 lbs. (H2.5ASS). 360 lbs.. (H4) and 310 lbs. (H8). For SPF/IIF values multiply these values by 0.86. 4. Allowable toads in the F i direction are notintended to replace diaphragm boundry members or cross grain bending of the truss or rafter members, 5. When cross -grain bending or cross -grain tension cannot he avoided in the rnembers mechanical reinforcement to resist such forces may be considered, 6. Hurricane Ties are shown on the outside of the wall for clarity and assume a minimum overhang of 3W.. Installation on the inside of the wall is acceptable (ser General Instructions for The Installer notes u on page 17). H1 Installation 0 H2.57 in lation H4 Installation 2 (Nails into upper top plate) 10 190 765 265 160 475 Code Ref. 117, L6, F16 1P1, L18, F25 170 117, F16 170 IP1, L18, F25 117, L6, F16 117, F16 L10 F26 117, L18, F25 170 1P1. L18. F25 F25 117, F16 170 IP1, L18, F25 F26 For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must he on the same side of the wall, 7. Southern Pine altowable uplift loads for H10A = 1340 lbs. and for the H14 = 1465 lbs. 8. Refer to Simpson Strong -Ter technical bulletin T-HTIF8EARING for allowable bearing enhancement loads. 9. H105 can have the stud offset a maximum of 1" from rafter (center to center) for a reduced uplift of 890 lbs. (OF/SP) and 765 lbs (SPF), 10. HlOS nails to plates are optional for uplift but required for lateral loads, 11. Some load values for the stainless-steel connectors shown here ars lower than those for the carbon-sleel VOrS1011S.. Ongoing test programs have shown this to also be the case with other stainless-steel connectors in the product line that are installed with nails. Visit www.stronglie.comicorroslon for updated Information. 12. NAILS: 16dx21/4 = 0.162' dia. x24 long, 10rt = 0.148 dia, x 3' long, 10c1x11/2 '0.148' dia. x 11/2' long, 84= 0.131" dia. x 2'4" long, 8011'6 = 0.131" dia. x11/2" long See page 22-23 for other noir sizes and information. 13. SCREWS: Strong -Drive SD #9x1 (model 509112) =, 0.13 r dia. x 11/2' long (for the ntodels marked with the orange Nag only). Full table loads apply, H2A Installation H3 Installation (Nails into upper top plate) 0 TSP Installation H2.5A Installation H2.5T Installation (Nails into both top plates) (Nails into both top plates) 0H4 Installation (see footnote 3) Use a minimum of two 8d nails this side of truss (total lour 8d nails into truss) H5 Installation (Nails into both top plates) H6 Stud to Top Plate M H6 Stud to Band Installation `8,1' Joist Installation Two 8d nails into plates Eigol 8d nails into studs H7Z Installation MPSON STRONG -TIE COMPANY INC PRINTED 12/12 Miscellaneous RR Ridge Ralter Connector An interlock provides alignment control and correct nailing locations. For a rafter -to -face connector, flatten the top flange into the face plane. The RR may be used with rafters sloped up to 30°. MATERIAL: 18 gauge FINISH: Galvanized INSTALLATION: • lJse at specified fasteners. See General Notes. CODES: See page 13 for Code Reterence Key Chart. N�These products are approved for installation with the SD r Structural -Connector screw. See page 27 for more information. =. ��*��sAllownNoLoadd - Model UpliftSP Code�.� No. HeaderSizeRafter 1(160) —goof Floor (100) RR RR 2x6 1. Floor loads y djusted for other load durations according to the code, ~^^ 365 415 110, L11, F9 Simpson Strong -Tie Panel Sheathing Clips are used to brace unsupported sheathing edges. The PSCA is a new version of the PSCL with less material for amore cost effective solution. Model sizes include: pDCm%,P8CA7/16,PSCEX6, POCA15/32.P8CL1%2.PGCU1/2.PSCL3/4;P9C[%2.P8CL3/4. MATERIAL: 20 gauge FINISH: Galvanized INSTALLATION: • Use the same size sheathing clip as the panel thickness. Maximum spans may be reduced for Iow siopes or high uniform Ioads, rofer to manufacturer's installation instructions. CODES: See page 13 for Code Reference Key Chart. Maximum Roof Sheathinq Span No. of Clips nann rN�n�o With Clip Without ClipL_ Per Span 24/0 % 24 20 1 24/16 r� 24 241` 32/16 '5/32, 1/2_-_-32 28 12 40/20 %,"9/32 48321 48 36 2 1 Span rating and Maximum Roof Sheathing Spans are for reference 180 only, ofer toIBC Table u304.r(3)for additional important information. ' 2.mu*momroof sheathing span with single 2 SIISC«er^h amme,:,,;,-nomteForm 4""wu Use the SBV for shelving, counter brackets, window ledge supports, at a very competitive price. The CF -R is used where a moderate size shelf bracket and reinforcing angle is needed. When used for tilt -up perimeter forming, the nail hole placement ensures substantial re -use. MATER1AL: 16 gauge FINISH: Galvanized INSTALLAT1ON: • Use all specified fasteners, See General Notes. • SBV—Reversible for nominal 10" or 12' shelves of any thickness. • CF -R Po mendodnpocin io35`for 2xtand 0^for 1xt. Use the 5' leg for 6' lumber and the 6 leg for 8 Iumber. Holes are sized for I/' fasteners or lOd commons. CODES: See page 13 for Code Reference Key Chart. Model Fasteners DF/SP Allowable Downloads Code No. Stud (100) Ref. CF -R 3-SDSI/4"x2" 135 SBV 4 -SDS 1/4"x2" 145 Typical SBV CF -R Form Installation DS Drywall Stop Eliminates costly blocking at top plate, end and corners. A typical residence will use several hundred of these insive clips wita substantial savings in blocking and labor. The installation prongs provide even more labor savings. MATER1AL: 20 gauge FINISH: Galvanized INSTALLATION: ^16"oncenter urless, using Ddcommons. • DS should not be used where gypsum board is used for structural loads. CODES: ICC ESR -2614, Florida FL -10865,4 DS Typical DS Installation 013 SIMPSON STRONG -TIE COMPANY INC. Holdowns & Tension Ties Holdowns & Tension Ties 11.1)B/H0 holdowns SIMPSON strit)nttnet Simpson Strong -Tie offers a wide variety of bolted holdowns offering low - deflection performance for a range of load requirements. All of these holdowns have been tested in accordance with ICC-ES's AC 155 acceptance criteria and are approved for use in vertical and horizontal applications. The HD3B is a light-duty holdown designed for use in shearwalls and braced -wall panels, as well as other lateral applications. The HD5B, HD7B and HD9B bolted holdowns incorporate the proven design of our HDQ8 SDS -style holdown and feature a unique seat design which greatly minimizes deflection under load. HDB holdowns are self jigging, ensuring that the code -required minimum of seven bolt diameters from the end of the post is met. They can be installed directly on the sill plate or raised above it and are suitable for back-to-back applications where eccentricity is a concern. HDBs are designed to provide loads for intermediate -load -range shearwalls, braced -wall panels and lateral applications. HD holdowns offer the highest allowable loads, providing high capacity for both vertical and horizontal applications. The HD12 and 11019 are self jigging, ensuring that the code -required minimum of seven bolt diameters from the end of the post is met. They can be installed back-to-back when eccentricity is an issue. MATERIAL: See table FINISH: HD3B/HD5B/HD7B/HD9B — Galvanized; HD — Simpson Strong -Tie® gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • Bolt holes shall be a minimum of 1/22 to a maximum of 'As" larger than the bolt diameter (per NDS, section 11.1.2). • Stud bolts should be snugly tightened with standard cut washers between the wood and nut (BP's are required in the City and County of Los Angeles). • The Designer must specify anchor bolt type, length, and embedment. See SB and SSTB Anchor bolts (pages 33-37). • To tie multiple 2x members together, the Designer must determine the fasteners required to join members without splitting the wood. CODES: See page 13 for Code Reference Key Chart. in These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details, HD5B (/1078 and /1098 similar) U.S. Patents 6,006,487; 6,327,831 HD19 (HD12 similar) For holdowns, per ASTM test standards, anchor bolt nut should be finger -tight plus 1/3 to % turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. Impact wrenches should not be used. • • matenal Dimensions (in)Fasteners Minimum Allowable Tension Deflection Model Wood No Base Bodlf Anchor Stud 11B, C SO Member Allowable ' (in) Ga SB W H Dia 8elis Loads (160) at Highest Thickness2 OF/SP SPF/HF Laad HD3B HD5B Y16 12 10 43/4 2% 21/2 5% 3 2% 9% 21/2 1% • HD7B Y16 10 5% 3 21/2 12% • HD9B % 7 6% 31/2 2% 14 H0129 % 3 7 4 314 201/46 H019' 'A 4 3½24½ 21/2 11/4 1% 41/4 2% 2 2 2% 31/4 1% 1895 1610 0.156 21/s 2525 2145 0.169 3 3130 3050 0.120 0.120 2% V50 3190 0.129 1/4 2-1/4, 3 4505 3785 0.156 3% 4935 4195 0.150 3% 3130 3050 3 6645 5650 0.142 3- 3% 7310 6215 0.154 4% 7345 6245 0.155 314 7740 6580 0.159 4% 37/74 5% 9920 8430 71/4 31/2 0.178 0.178 10035 8530 0.179 11350 9215 0.171 1 4 - 1 4% 12665 10765 0.171 51/2x5% 14220 12085 0.162 3% 11775 9215 0.171 1Y 4 1 41/2 13335 7% 15435 13120 0.194 51/2x5% 15510 12690 0.162 11055 0.177 3% 754 16735 14225 0.191 1% 5-1 - 51/2x51/2 16775 12690 0.200 7% 19360 15270 0.180 4 11 1/ I 5 1 0.137 51%x5% 19070 16210 1., Allowable loads have been increased for wind or earthquake with no 5. further increase allowedreduce where other loads govern, 2, Post design by Speedier. Tabulated loads are based on 3W wide member minimum, unless noted otherwise Post may consist at multiple members provided they are connected independently of the holdown fasteners. 6. See pages 226-227 for common post allowable loads. 3 Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables 7. redact installation into the wide face, See technical bulletin T-SCLCOLUMN 8. for ',dues on the narrow face (ed3e) (see page 232 for details). 4. HO and HOB holdowns are self -j agIng and will ensure minumum bolt 9. 50 end (Astatine, 118, when installed flush with the sill plate. Code ReL IP3, F28, L21 Milburn svossi thickness - Washers must be Installed between bolt nuts and woad See mote 4 Stand 03 WOW% fahlitatirft and ditaftt WM/ at post from post bolt Vertical HD19 Installation 1 akitil.41011111iy•E 4033V. 4111304 '•••••SiEli,.••,!.,,•'••,.•:::7d„L•••• • •• •••• • Hoarsitelor nwn Horizontal HDB Installation (Plan View) HD3B Vertical Installation Deflection at Highest Allowable Tension Load includes fastener slip holdown deformation, and anchor bolt elongation for holdowns installed up to 6" above top of concrete. Holdowns may be installed raised up to 18" above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. To achieve published loads, machine bolts shall be installed with the nut on the opposite side of the holdown. If reversed, the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. Lag bolts will not develop the listed loads. Tabulated values may be doubled when the HD holdown is installed on opposite sides of the wood member. The Designer must evaluate the capacity of the wood member and the anchorage. Standard cut washer is required under anchor nut for HD12 with 1" anchor and HO19 with 11/4" anchors. 3 SIMPSON STRONG -TIE COMPANY I C-2013 © 2013 SIMPSON STRONG -TIE COMPANY INC PRINTED 12/12 Solid Sawn Joist Hangers FACE MOUNT HANGERS — SOLID SAWN LUMBER (DF/SP) 111, These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. a Joist Size Model No. 2x4 DBL 2x4 LU24 Dimensions W H B LUS24 U24 HU26 LUS24-2 U24-2 HU24-2/HUC24-2 LUS26 20 146 . 31/4 18 1%6 3'/ 16 1946 14 18 16 14 19/16 31/8 in 2 3% 2 — 4-10d 3IAIn Min/ Max 10d Fasteners SI PSON These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Tie DF/SP Allowable Loads Header - 4-10d — 4-10d 11/2 4-10d 4-16d Joist Uplift 16d (160) SAWN LUMBER S ZES 4-16d 2-10dx11/2 265 490 265 18 1%6 LU26 20 2x6 U26 16 DBL 2x6 FPL2x. 1 °A6 4Y. 4% 43/4 4-16d 4-16d 4-16d Floor (100) Snow (115) Roof (125) _2-10d 2-10dx11/2 2-10dx11/2 335 2-16d 440 2-10d 370 2-10d 380 MI 10d 16d 10d 1 16d 765 485 635 655 10d I 16d Installed Cost Index (ICI) Lia 685 Lowest — +3% 705 +67% mop 720 595 13/4 — 4-10d 4-10d 1165 11/2 6-10d 6-16d 4-10dx11/2 65 6-10d 6-16d 4-10dx11/2 585 865 700 730 LUG26Z 18 I946 1% — 6-10d 6-16d 4-10dx11/2 730 HU26 14 HUS26 16 LUS26-2 18 U26-2 16 HUS26-2 14 14 3% 534 HU26-2/HUC26-2 14 3% ign 21/2 LUS26-3 18 4% 16 4% 14 4"A61 14 41%6 LUS26 18 VAG I LU26 - 20 1316 LUS28 18 1316 13A, LU28 20 1346 11/2 — 8-10d 8-16d ' 6-10dx11/2 2x8 U26 16 1%6 2 — 4-10dx11/2 18 VAG Etna 6-10d 6-16d 4-10dx11/2 14 1%6 ingumi — HUS26 16 1% 1346 1% 3% 3% 3% 4% 47/ 5 5346 U26-3 HU26-3/HUC26-3 4% 51/2 4Y. 4°4 6% 4-16d 14-16d 2-10dx11/2 335 710 6-16d 1550 lam 4-16d 4-16d 165 — 4-16d 8-16d 12-16d 4-16d 8-10d 8-16d 8-16d 4-10d 6-10d 6-16d 4-10dx11/2 565 6-10d 4-10d 1165 850 585 730 610 14-16d 6-16d 1550 22-16d •8-16d 2000 4-16d 4-16d 4-16d 4-10d 6-10d 4-16d 4-10d 4-10d 12-16d 6-10d 4-10d 70 1235 760 1135 1165 740 760 I 1135 1165 LUC26Z -HU2C- ° HUS28 LUS26-2 rib DBL 2x8 PL 2x: a a QUAD 2x8 3 — 16 1% Ng. 3 6-1 6d 4-10d11 1165 1165 4-10d 740 6-16d 6-16d 1550 10-16d 4-10d 760 14-16d 6-10d 1135 6-16d 4-16d 1165 8-10d 8-16d ! 4-10d 740 8-16d I 4-10d MO 12-16d I 6-10d 135 10-16d 4-16d 900 14-16d 6-16d 135 4-10d 1165 8-16d 6-10dx11/2 50 4-10d 1165 LUS28 LU28 LUS210 2x10 LU210 DBL 2x10 18 1346 20 1946 18 19/16 20 1%6 16 19/16 6% 6% 716A6 6-10d 11/2 8-10d 8-10d 11/2 — 10-10d 10-16d 2 — 10-10d 10-16d — 10-10d 10-16d 2% • 0-16d 6-10dx11/2 850 6-10dx11/2 1110 1100 6-10dx11/2 4-10dx11/2 610 6-16d 4-16d 1165 I 595 835 865 845 595 550 990 795 825 980 1070 860 890 985 705 720 Lowest +33% +240% Lowest 1030 +6% 1055 +43% 2720 1030 1150 1065 — 1190 1030 1150 1190 1785 810 111111 1100 1100 965 670 1305 1210 1345 2015 1180 1305 1345 2015 875 1185 . 1040 +160% 720 +179% 3335 +276°k : 1280 Lowest 1410 +65°/6 gm 1305 -.172% MEM 1445 +233% 12. 2165 +254% EME 1280 • 1185 1410 865 700 1100 930 730 710 950 975 3965 1030 1315 1150 1595 :1490 2085 ION 1315 1150 1190 1785 1490 2085 8-16d 6-16d 745 14-10d 14-16d 8'3A6 81%6 HHUS210-2 14 35/4 LUS28-3 18 4% LUS210-3 181 4% U210-3 TPL 2x10 I HU210-3/ HUC210-3 HHUS210-3 HGUS210-3 12 415/16 16 4% 4 411,46 8946 21/2 Min 14 411A6 • 89/16 2% Max 14 : 4"/14 818 3 See footnotes on page 73. 1100 930 1340 1165 1215 1185 980 965 1005 3095 4120 1070 860 1360 1150 1445 • 2165 • Lowest 1030 +6% +23% 1335 +39% 1055 +43% 1040 +160% gm 1085 +251% 3335 +276% • 4220 +409% 1280 Lowest —Ma 1625 +8% 1410 +65% in 1960 +188% 1680 MI 1805 +397% Egg 2530 +418% 11111 1625 • imami 1410 1445 _ MI 2015 111111: 2165 MI 1680 wit 1805 . EiI 2530 1360 — Lowest 1335 +13% — +15% 1715 +28% 1685 +76% 1735 +180% 1445 +225% 111111 4575 +450% 1625 Lowest 1305 1815 1185 2350 1345 1585 1635 1605 6-10d 1110 8-16d 3295 manin 1190 4255 1315 1830 2015 8-16d 14-16d 6-10d 1135 8-16d 0-10d 1895 30-16d 10-16d 4000 6-16d 4-16d 1165 8-16d 6-16d 1745 14-16d 6-10d 1110 14-16d 6-10d 18-16d 10-10d 30-16d 10-16d 46-16d 16-16d 2085 2680 1930 1135 IMO 1895 NMI 4000 gni 4095 CM 1830 2015 2085 2680 5635 9100 IMO 1500 2090 2285 2420 2350 3020 6380 1500 2090 2285 2350 1150 1650 1435 1485 1455 2075 2265 +34% 2465 +88% 11121 2615 +217% • 2530 +441% 3250 +467% Code Ref. 7, F6, L17 160 17, F6, L17 160 17, F6, L17 6880 En 1625 Ea 2265 2075 2465 nil 2530 3250 6880 17, F23, L17 17, F6, L17 F23 160 17, F6, L17 9100 17, F23 CODES: See page 13 for Code Reference Key Chart. 71 LECESSE CONSTRUCTION The Power of Partnership Job: 14-0298 Stone Quarry Apartments 400 Spencer Road Ithaca, NY Submittal Spec Section No: 061053-2.1A Submittal No: Revision No: RO Sent Date: 10/22/14 Required From Sub: 10/20/14 Approved By Architect: Spec Section Title: Miscellaneous Rough Carpentry Submittal Title: Miscellaneous Framing Accessories PD Subcontractor: WM B Morse Lumber Primary Contact: Todd Cymerman Phone Number: 585-721-5029 Supplier/Manufacturer: If this box is checked this submittal may differ from the plans and specs because there is a contract clarification that applies to this submittal. Notes:Includes: Header insulation, floor adhesive, sill sealer, Tyvek, window flashing General Contractor: LECESSE Construction Services LLC 75 Thruway Park Drive West Henrietta, NY 14586 Ph : 585-334-4490 Subcontractor Stamp LECESSE Stamp I HAVE PERSONALLY REVIEWED THIS SUBMITTAL AND IN MY ESTIMATION THIS DOCUMENT FULFILLS THE INTENT OF THE PLANS AND SPECIFICATIONS AND IS APPROVED FOR SUBMISSION. LECESSE CONSTRUCTION SERVICES LLC BY: Jason Socola Architect/Engineer Stamp Shelter Enterprises Inc Sill Sealer Page 1 of 1 Home Building Products Packaging Products Goolosin-Products Gu gnaw, About Support Contact QUALITY EPS PRODUCTS FOR OVER 35 YEARS aso to• suading Products Shorttescsat.earkis Shelter Enterprises SheltersealTM Sill Sealer Description osenlyieslo lotALitse: -AAA.1lh Oak: kr otiltrktroc Is a ma, ca'.c -As11 s446"1 or.otpt,,,4ni,n4 is• /lou, e.•si slam ri *11. i nig .•f N.Iro, '14/144: 4'64) ,d111 !..0A t41(j.)4 and Runyon To Nut Budding Product In Stall:409n . . tl.t.F..h Riclic Sill P,11.€ 10,,,Z.CX 6 rti.it.4.,, r-..,,t!Ax4 411, Originators of "Shefterwrap" elterseal • Fills gaps between sill plate and foundation wall to reduce heating/cooling energy loss. • Easy to ins -tall with no need for special tools. 1 81564 50550 http://www.shelter-ent.corn/sill-sealer RIDGED SILL PLATE GASKET 51/2" x 50' 12/20/2010 Product -Printable View Page 1 of 2 PROvantage Weatherproof Subfloor Adhesive PROvantage TM Weatherproof Subfloor Adhesive is a high- performance, VOC-compliant formula ideal for subfloor installations and general plywood use. It offers a strong initial tack and excellent bond strength for particleboard, OSB, engineered lumber and wet, frozen and treated lumber. PROvantage Subfloor Adhesive provides a permanent bond that remains flexible, reduces nailing and eliminates squeaky floors. It can be easily extruded from 0°F - 100°F for applications in various climates. Exceeds the requirements of APA's AFG-01, ASTM D3498 and ASTM C557. Product Features • VOC-compliant • Wet & frozen lumber • Bridges gaps • Eliminates squeaks • Reduces nailing • Strong, fast grab Physical Properties Type Proprietary synthetic polymer Non-reac State Thixotropic medium viscosity mastic Weight/gallon 10.6 lbs. Color Light beige Flashpoint < 0°F Solids 67% Freeze/thaw stability Will not freeze Viscosity 150,000 cps Storage life 18 months in tightly closed containers at 75°F Coverage (maximum): Approximate length of bead according to bead diameter Container 1/8" bead 1/4" bead 3/8" bead 10 oz. Cartridge 123 ft. 30 ft. 13 ft. 28 oz. Cartridge 343 ft. 86 ft. 38 ft. http://www.titebond.com/product-printaspx?id=ef6cc010-fdel-47f1-9e8c-f4334bac4635 11/26/2012 Product -Printable View Page 2 of 2 Application Guidelines Application Temperature O°F to 100°F Service Temperature Range -20°F to 12OF Method ofApplication Cartridge/caulking gun Working Time ApproxFmate!y 20 mnutes for a 1/4" bead Working Surfaces Surfaces to be bonded should be clean, dry and free from excessive oil, grease, water, dirt or any other material that may deter adhesiori. Cleanup Tools/adhesive may be cleaned with acetone or mineral spirits. Follow solvent vendor's precautions. NOTE: Test solvent on an out -of -the way area to make sure it will not mar or attack the surface. Limitations Not desFgned for continuous submersion. 00 not use on vinyl-coatedted drywallpolystyrene polystyrene foam ar rigid plastics. Do not adhere one non porous material to another as this will slow or prevent drying. Caution Statements DANGER: EXTREMELY FLAMMABLE. VAPOR HARMFUL. Contains methyl acetate, hexane and residual vinyl acetate. Keep away from heat, sparks and flame. Use only with positive cross -ventilation. Avoid breathing vapors. Do not swallow, IDo not allow eye contact or prolonged skin contact. Uncured product can cause eye or skin irritation. Prolonged or repeated overexposure to solvents in uncured product can cause central nervous system, peripheral nervous system, eye, skin, liver kidney or respiratory system effects. First Aid: If dizziness or other adverse effects are experienced, move to fresh air; contact physician if discomfort persists. If eye contact occurs, flush eyes with water for 15 minutes; contact physician immediately. If swallowed, do not induce vomiting; contact physician immediately. Wash skin contact areas with soap and water; contact physician if irritation persist. For additional information, refer to Material Safety Data Sheet KEEP OUT OF THE REACH OF CHILDREN. Ordering Information Part No. Size Weight UPC Case UPC Units PePackage Packages Per Pailet 5481 10 Oz. Cartridge 11.60 037083054811 10037083054818 12 108 5482 28 Oz. Cartridge 30.85 037083054828 10037083054825 12 44 5488 ' 52 Gailon Drum 616.35 1 4 Important Notice: Our recommendations, if any, for the use of this product are based on tests believed to be reliable. Since the use of this product Is beyond the control of the manufacturer, no guarantee or warranty, expressed or implied, is made as to such use or effects incidental to such use, handling or possession or the results to be obtained, whether in accordance with the directions or claimed so to be. The manufacturer expressly disclaims responsibility therefore. Furthermore, nothing contained herein shall be construed as a recommendation to use any product in conflict with existing laws and/or patents covering any material or use. 2020 Bruck Street, Columbus, Ohio 43207 CUSTOMER SERVICE 1-800-669-4583 TECH SERVICE 1-000-3*r45ma Franifiin international htbpl0-fd:l-47fl-Qe0c-f4334buu4635 11/26/2012 FtHYSICAL PROPERTIES DATA SHEET PROPERTIES METHOD DUPONT" TYVEK6 HOMEWRAP® Air Penetration Resistance ASTM E2178 (cfm/ft2@1 57 psf) Gurley Hill (TAPPI T460) (sec/100cc) ASTM E1677 < .004 1200 Type 1 Water Vapor Transmission ASTM E96-05 Method A (g/m2-24 hrs) (perms) Method B (g1m2-24 hrs) (perms) 400 56 370 54 Water Penetration Resistance ATTCC 127 (cm) 250 Basis Weight TAPPI T-410 loz/yd2) 1.8 Breaking Strength Tear Resistance (Trapezoid) ASTM D882 (lbs/in) ASTM D1117 (lbs) 30/30 8/6 Surface Burning Characteristics ASTM E84 Flame Spread Index Smoke Developed Index 15 Class A 15 Class A Ultra Violet Light Exposure (UV) 120 days (4 months) Test results shown represent roll averages. Individual results may vary either above or below averages due to normal manufacturing variations, while continuing to meet product specifications. For more information about DuPont." Tyvek® Weatherization Systems, please call 1-800-44-Tyvek or visit us at www.Construction.Tyvek.com 111 POO The miracles of science - WARNING: DuPont' Tyvek® is combustible and should be protected from an open flame and other high heat sources If the temperature of DuPont- Tyvel0 reaches 750 °F (400 °CI, it will burn and the fire may spread and fall away from the point of ignition. DuPont Tyvek HomeWrape Copyright Cr 2007 E.t du Pont de Nemours and Company. All rights reserved. The DuPont Oval Logo, DuPont", The miracles of science', Tyvek' and HomeWrae are registered trademarks or trademarks of E.1. du Pont de Nemours and Company or its affiliates. K-05031 01/08 figgIggv.rigtttlygy 511e, ?g, l 5,0e0 Dg:F'ort 004 11,0 Technical data *Tape materials - LtV resistant, biaxially -oriented polypropylene flan coated with a specially formulated permanent acrylic adhesive • Roll Length - 50 m (54,65 yds) *Tensile strength - 27 lbs/in. Elongation - 1258, • Meets Canadian Construction Material Center's Standard 7281 for sheathing tape Caliper • Total - 3,0 mil • Adhesive - 1 6 mil • Finking - 14 mil Adhesion • Wet grab - 50 oz/in. • Peel adhesion - 40 oz/in (ASTM 033301 180 degree peel adhesion (oz/in.) 0)00r ryggg•, P01001110000. IPC ,0 0 Temperature resistance Will withstand temperature extremes from -40°F to 220°F Pliability No cracking when bent around 5 inm mandrel Moisture Vapor Transmission Rate (MviR 0 100°F and 90% Relative Humidity) 0 3 g/100 in'/24 hr Stock sizes and packaging 41 -4°F. 0gR3*101 0,100 01)011 ggliqkt gg,,,pgggl '10,010,000 g1.1" g g.4 gdg I0 '35 11 Id" g,30.11000000' 144.r 31 0140 g 1ft° The miracles of science'. Complete system of products For optimal protection on all your building projects, use DuPontTyveleTape with DuPont"Tyvek'VVeather Ranier Systems including DuPont'Tyvek' ComrnercialWrap-, DuPont'Tyvekl StuccoWrap", DuPont' Flashing Systems and DuPont' Tyvek' Wrap Caps, Our Specdallst Network The DuPont' Tyvek' Specialist Network is an elite team of more than 180 highly -trained field representatives, including 30 who are focused specifically on commercial building applications, From the latest updates on building codes, to keeping up with current trends and challenges, Your local DuPont`Tyvek' Specialist can provide oresite consulting and training to help make sum the job gets done right,: HP For more information, please call 1-800-44-Tyvek or visit www.Construction.Tyvek.corn Cmy,01 0 2007 OtiPma The DuPont Owq tmu. OuPo,r, The mi.!. sciarw'r, CommogioWirog Stwa,Wrap Tr,* uademths moistomd ot. E. I: do Polt de Nenva cc,,,,,Amy andotes ,ights "moved. ro756 2/07 www.graceconstruction.com ■ PRODUCT DATA ■ UPDATES ■ TECH LETTERS ■ DETAILS ■ MSDS ■ CONTACTS ■ FAQS Grace Vycor V40 Self -Adhered Flashing For leak protection in critical non -roof detail areas. Moisture control is the first step to mold control. Water from both exterior and interior sources is among the worst enemies of building structures. When water enters the wall system and remains there for a long time, it creates an environment favorable for the development of rot, mold and mildew. Proper waterproofing and flashing practices are needed to ensure high quality, long-lasting construction. Repairs resulting from water and moisture infiltration are major concerns for homebuilders, contractors, architects and homeowners as they are difficult repairs and extremely costly. Window and door openings, deck -to -wall intersections, foundation sill plates, corners and other penetration areas are the most common water entry points. The solution — a self -adhered flashing membrane properly integrated with the other elements of the building structure. This will create a barrier to water entry as well as a drainage plane for water to drain out of the wall. Grace Vycor® V40, a high performance, self -adhered flashing membrane provides premium protection against water ICBG APPROVED! VYC O R 4*. limmt.ti.lxio infiltration in all critical non -roof detail areas, which traditional building papers, felts and housewraps cannot match. When properly installed, Grace Vycor V40 can reduce the risk of water infiltration, often associated with costly call-backs. Grace Vycor V40 fully adheres to the substrate, seals around fasteners and prevents water from passing through and into the structure. It is highly conformable, easy to detail and provides premium protection against leaks. Best of all Grace Vycor V40 employs the same proven technology as our famous Grace Ice & Water Shield® — the market leader for over twenty-five years. Product Description Grace Vycor V40 Self -Adhered Flashing is composed of two waterproofing materials — rubberized asphalt and cross -laminated polyethylene. The product is designed to meet the requirements for weather - resistive barriers as defined by Federal Specification UU-B-790a, Grade A. Grace Vycor V40 is available in a range of widths: 150 mm, 225 mm and 300 mm (6 in., 9 in. and 12 in.) to accommodate a variety of job requirements. Construction Products Usage Grace Vycor V40 is suitable for protecting critical detail areas from air, water and moisture infiltration. Grace Vycor V40 provides protection in critical non -roof detail areas, including but not limited to: • Window and door openings (headers, sills, jambs, thresholds, nailing flanges) • Deck -to -wall intersections • Corner boards • Wall-to-wall tie-ins • Foundation sill plate • Sheathing panel seams • Under stucco finishes • Masonry walls • Other non -roof areas Installation Procedure Surface Preparation Install Grace Vycor V40 directly on a clean and dry surface. Suitable surfaces are plywood, wood composition, wood plank, metal, concrete or gypsum sheathing. Remove dust, dirt and loose nails. Protrusions must be removed. Surfaces shall have no voids, damaged or unsupported areas. Repair surfaces before installing the membrane. Priming is generally not required for most substrates provided they are clean and dry. However, on concrete, masonry and DensGlass Gold®, apply Perm -A -Barrier® WB Primer. If adhesion is found to be marginal, also prime wood composition and gypsum sheathing with Perm -A -Barrier WB Primer. The coverage rate for Perm -A -Barrier WB Primer is 6-8 m2/L (250-350 ft2/gal). PRODUCT DATA Property Grace Vycor V40 Weather Barrier Strips Product Thickness Carrier Film Adhesive Release Liner Color Recommended Exposure Limit Roll Width(s) 1.02 mm (40 mil) Cross -laminated HDPE Rubberized Asphalt Paper_ Gray -Black 30 Days 150 mm 225 min 300mm (6 in.) (9 in.) (12 in.) Roll Length(s) 22.9 m 22.9 m 22.9 m (75 ft) (75 ft) (75 ft) Rolls per 3 ft Carton 6 4 3 Rolls per Square Box NA NA NA Membrane Installation Apply Grace Vycor V40 only in fair weather when the air, surface and membrane are at temperatures of -4°C (25°F) or higher. Cut the membrane to appropriate length. Peel back the release liner, align the membrane, press into place and firmly roll into position. Laps must be a minimum of 75 mm (3 in.). Mechanically fasten the membrane at vertical terminations. Consistent with good construction practices, install Grace Vycor V40 such that all laps shed water. The top membrane layer should go over the bottom layer. Always work from the low point to the high point. Precautions and Limitations Grace Vycor V40 is designed for non -roof detail areas. This product is slippery — DO NOT walk on the membrane. Do not leave Grace Vycor V40 permanently exposed to sunlight. Maximum recommended exposure is 30 days. For Technical Assistance call toll free at 866-333-3SBM (3726). Grace Vycor V40 should not be used in hot desert areas in the Southwestern United States. Due to its slight asphaltic odor, apply Grace Vycor V40 where it is not exposed to interior living space. The product is incompatible with creosote, joint sealants containing polysulfide polymer, products manufactured from EPDM, flexible PVC, as well as certain caulks. Refer to Tapes Technical Letter 1, "Chemical Compatibility," for further details. Contact window manufacturer for specific application instructions required when using a self -adhering, bituminous -based flashing. Certain metal window applications with integral nailing fin may have specific limitations. For more information, contact your local Grace representative. Warranty Grace Vycor V40 is warrantied at the time of shipment to meet Grace's published specifications. Approvals ICBG approved as a Flashing Material (Report ER -6141). Visit our web sites at www.graceconstruction.com and www.graceathome.com printed on recycled paper W. R. Grace & Co. -Conn. 62 Whittemore Avenue Vycor, Grace Ice & Water Shield and Pum -A -Barrier are registered trademarks of W. R. Grace ers Co. -Conn. DensGlass Gold is a registered trademark of Georgia-Pacific Corporation. We hope the information here will be helpful. It is based on data and knowledge considered to be true and accurate and i5 offered for rho, usersconsideration, investigation and verification, but we do not warrant the results to be obtained. l'Icase read all statements, recommendations or suggestions in conjunction with our conditions of sale, which apply to all goods supplied by us. No statement, recommendation or suggestion is intended for any use which would infringe any patent or copyright. W. R. Cram & Co.-Conns 62 Whittemore Avenue, Cambridge, MA 02140. In Canada, Grace Canada, Inc., 294 Clements Road, West, Aja; Ontario, Canada US 3C6. These products may bc covered by patents or patents pending,. Copyright 2004. W. R. Cram & Co, Conn TP -073D Printed in USA 5/04 FA/LI/4M Cambridge, MA 02140 Construction Products Barricade® Ulti-Flash® echnical Specifications Sheet I. PRODUCT AME Barricade® Ulti-Flash® Flashing Tape 2. MANUFACTURER Barricade Building Products 10351 Verdon Road Doswell, VA 23047 T: 877.832.0333 www.barricadebp.com 3. PRODUCT DESCRIPTION Basic Use: Barricade® Ulti-Flash® flashing tape provides protection against moisture and air penetration and is ideally suited and specifically designed to flash windows & doors, corner board abutments, sidewall sheathing seams and deck -to - wall joints. Composition and Materials: Barricade® Ulti-Flash® is a high quality polyolefin faced, peel and stick flashing tape using butyl rubber adhesive. Sizes • Roll length - 75' • Roll Widths - 4, 6" , 9" (102, 152, 229 mm) • Overall thickness - 20 mil Limitations This product is for above grade use only. Barricade® Ulti-Flash® has a UV rating up to 365 days. Installation temperature 0° F - 150° F. Operating temperature range - 30° F - 210° F. 4. TECHNICAL DATA Physical/Chemical Properties (Test reports available upon request.) • Total thickness (ASTM D1000) - 20 mil • VOC's - <lgram per liter • Tensile strength machine direction(ASTMD412) 50 lb./in. (87.6 N/cm) Adhesion to plywood(ASTM D903-93)-41 oz/ in (4.49 N/cm) • Adhesion to OSB (ASTM D903-93)-36.1 oz/in (3.94 N/cm) • Adhesion to Aluminum (ASTM D903-93)-65.3 lb/in (7.15 N/cm) • Adhesion to PVC (ASTM D903-93)-80.9 oz/in (8.85 N/cm) 5. INSTALLATION Prepatory Work Handle and store product according to Barricade Building Products recommendations. For optimum product performance, store in original sealed packs g at temperatures between 60-80 degrees F and -60% humidity. Note: A spray adhesive, such as Nashua 357 is recommended when Barricark* Ulti-Flash6 is applied directly to Oriented Strand Board(OSB) or other surfaces where additional adhe sion is needed or required. Step 1: Prepare sill flashing by cutting Barricade* Conform at least 12" longer than the width of the rough opening. Install sill flashing by removing the release paper, centering sill flashing on sill framing stud, and adhering into rough opening. The back edge of Conform® should extend to inside edge of sill framing stud and at least 6" up each jamb framing stud. (Note: Sill flashing should not wrap onto the inside of wall). DO NOT STRETCH MA- TERIAL ALONG THE SILL OR JAMB. When housewrap or conventional building paper is used as a weather resistive barrier over the wall sheathing prior to the window and flashing installation, Con- form® should be applied over the weather resistive barrier after it has been properly cut and folded in and around the window rough opening. Note: If a weather resistive barrier is to be applied after the window and flashing have already been installed, be sure not to fasten the lower edge of the flashing so that the weather resistive barrier may be slipped underneath the flashing in weather board or shingle lap (top layer overlapping bottom layer) fashion. Step 2: Before installing the window; (a) apply a continuous bead of sealant to the backside (interior) of the mounting flange near the outer edge. Or, (b) apply a continuous seal to the rough window open- ing at a point to assure contact with the backside (interior) of the mounting flange. (Do Not caulk along bottom). Install window according to manu- facturer's installation procedures. Step 3: Cut strip to length and apply Barricade® Ulti-Flash® along vertical sides of the opening. Flash over the side window flanges. Extend the flashing a minimum of 3" beyond the sill flashing (Conform®) already in place and extend the flash- ing you are using a minimum of 3" beyond the top of the opening, so that it projects beyond the head flashing to be applied later. Roll Barricade® Ulti- Flash® membrane with a hand roller taking special care in splice areas and T -joints to remove any voids and trapped air. Fifteen pound felt paper or building paper may be used with Barricade® Ulti- Flash®. Make sure overlaps are in the direction of moisture drainage. Step 4: Affix the bottom of the head flashing over the mounting flange. Be sure to extend the flashing beyond each jamb flashing. Secure in place by ap- plying pressure. Unattach housewrap and apply over head flashing as shown. Tape all seams and joints. Complete installation recommendations along with installation illustrations are available on our web site, www.barricadebp.com or by calling our Customer Service Department at 877.832.0333. 6. WARRANTY Barricade Building Products guarantees the manufacturing of Barricade® Ulti-Flash3. All products shipped from the manufacturing facility will be free of defects at the time of shipping. Contact Barricade Building Products for specific information regarding the 10 year limited warranty. Typical performance values shown in Barricade Building Products literature are not intended to be used for specification development. Technical data are believed to be true and accurate. Purchaser should test the fitness for use for all applications. 8. MAINTENANCE When applied in accordance with manufacturer's recommendations, Barricade® U1tiFlash® will not require maintenance. 9. TECHNICAL SERVICES Support is provided by full-time technically - trained field representatives and technical service personnel. In addition, Barricade Building Products is backed by a research, development and service staff. For further information, literature or technical support, contact Barricade Building Products at 877.832.0333. Information contained in this bulletin conforms to the standard detail recommendations and specifications for the installation of Barricade Ulti-Flash® Flashing Tape and is presented in good faith. Barricade Building Products assumes no liability, expressed or implied as to the architecture, engineering ,or workmanship of any project. This information may be concurrent with , or superseded by other applicable documents. Barricade Building Products must approve any deviations from published literature, in writing, prior to application. Contact Barricade Building Products for most current product information. BUILDING PRODUCTS A DIVISION OF SPECIALTY COATING & IAMINATING,ILC 10351 Verdon Road Doswell, VA 23047 Telephone: 877-832-0333 www.barricadebp.com ©2013 Banicade Building Products. All rights reserved. 02.2013 [ PROIDLICT Its.IFORN',ATION COMMERCIAl_ 1.11,411.. .a. STYROFOAM.' B RAN D 1. PRODUCT NAME STYROFOAM' Brand Extruded Polystyrene Foam (XPS) Square Edge Insulation 2. MANUFACTURER The Dow Chemical Company Dow Building Solutions 200 Larkin Midland, -MI 48674 1 -806 -583 -BLUE (2583) Fax 1-989-832-1465 www.dowbuildingsolutions.com 3. PRODUCT DESCRIPTION STYROFOAMBrand Square Edge Insulation is an extruded polystyrene foam insulation board that meets the needs of the commercial foundation and building floor slab market. This insulation can also be used for attics, foundations/slabs and crawl spaces in residential applications. STYROFOAM" Brand Square edge Extruded Polystyrene Foam (XPS) Insulation has more than 60 years of proven performance In wet environments. The closed -cell structure of STYROFOAM" Brand Square Edge Extruded Polystyrene Foam (XPS) Insulation resists water pickup, enabling It to retain a high R -value, over time a necessary property in wet, below -grade commercel foundation applications_ BASIC USE STYROFOAM' Brand Square Edge Extruded Polystyrene Foam (XPS) insulation helps protect foundation damp -proofing and waterproofing, especially during backlillIng. It also provides a secondary barrier against groundwater leakage. With STYROFOAM" Brand Square Edge Insulation, freeze -thaw cycling of the foundation wall is mhimized, reducing the potential for cracking, And a warmer foundation can reduce the potential for condensation. STYROFOAM' Brand Square Edge insulation can be used against commercial interior walls and exterior foundation walls in above- and below -grade applications. STYROFOAM' Brand Square Edge Insulation can be used under the slab or over the deck or subfloor. SQUARE EDGE INSULATION STYROFOAM' Brand Square Edge Insulation is suitable for use in pervious, semi -pervious and practically impervious soils, SIZES Square Edge Width and length: 2' x 8' and 4' x 8' Thickness: .75", 1", 1.5", 2", 2.5". 3', 4" Not all product sizes are available in all parts of the country: Contact your local Dow representative for details. 4. TECHNICAL DATA APPLICABLE STANDARDS STYROFOAM' Brand Square Edge Insulation meets ASTM 0578, Type IV — Standard Specification for Rigid Cellular Polystyrene Thermal Insulation. Applicable standards include: • C518 — Standard Test Method for Steady -State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus • 01621 — Standard Test Method for Cernpressive Properties of Rigid Cellular Plastics • E96 — Standard Test Methods for Water Vapor Transmission of Materials • D696 — Standard Test Method for Coefficient of Linear Thermal Expansion of Plastics Between -30°C and 30"C with a Vitreous Silica Dilatometer • C203 — Standard Test Methods fer Breaking Load and Flexural Properties of Block -Type Thermal Insulation • 02126 — Standard Test Method for Response of Rigid Cellular PiastIcs to Thermal and Humid Aging • C272 — Standard Test Method for Water Absorption of Core Materials for Structural Sandwich Constructions CODE COMPLIANCE STYROFOAM' Brand Square Edge Insulation complies with the following codes: • International Residential Code (IRC) and International Building Code (IBC) See ESR -2142 • Underwriters Laboratories, Inc. (UL) Classified, see Classification Cortificate 0369 • Cnlif. Std. Reg. # CA T064 Florida Building Code FL 3835 • Factory Mutual Approved — Subject to conditions of approval as a roof Insulation when installed as described In the current edition of the FM Approval Guide Contact your local Dow sales repre- sentetive or local authorities for state and local building code requirements and related accept- ances. TABLE 1: PHYSICAL PROPERTIES OF sTYk0FoAm'' 0RAND C7?5— ft:T– SQUARE EDGE INSULATION PROPERTY AND TEST METHOD Thermal Resistanceo per inch, ASTM 0518, ft,.h."Hatu, R -value, min. 0 75"F mean temp. 0 40'F mean temp. it 25"F mean temp. Compressive Strenetna, ASTM D1621, psl, min. Water Absorption, ASTM C27,2, % by VOILI1716. MAX. Water vapor Perrneance, ASTM E98, perm, mex, VALUE 5.0 5,4 5,8 25 0.3 1.5 Maximum Ue 1_,. perpture,°F Coefficient of Linear Thermal Expansion, ASTM 0696, IriansoF 3.5x la* Flexural Strength. ASTM C203, psi, min. _____ j 50 cil n•valoma; ana acalIata.MIIMM Mirka of ASTM G5711 end the tequIram atm of Cr FTC q.valun nit On OPP Pim On, (2) Vortical cornpamalue arrimsitn IR ITINIBUIld eta percent deform:Won ze nt ylald. whIchrriar mom: Oat, (3I A marl an I" MIrptrim, 40..PACIR/TUVII at Tem OD C1011011Componv rfiawl O OA ialiama ribmpoaty !Ir. rivuen, re,AsIA-vm 11,011 TC.Y. TIN 1,1:111N IMTi..141...11,111rnntm 1114 I,L%111111717DOWN: R•IIICIA (1M0011110/111$ AATIVI Agw1W4J41-1.0.16,...0 ur_pimmc.E. mc.ocman. PRODUCT NFORMATIC:4N COrvIrvICkCI R PHYSICAL PROPERTIES STYROFOAM' Brand Square Edge Insulation exhibits the physical properties indicated ri Table 1 when tested as represented. EWIRDNIVENTAL DATA STYROFOAM- Brand Swat dge Insulation is hydrochlorofluorocar- bon (HOFC) free with zero ozone - depletion potential. STYROFOAM' Brand Square Edge insulatiort reusable in many applications. FIRE INFORMATION STYROFOAMBrand Square Edge Insulatior; is combustible.: protect from high heat sources. A protective barrier or thermal banter may be required es specified in the local building codes. For more Information. consult MSD$, oat! Dow at 14366 -583 -BLUE (258S) or contact your local building ktspector. S. INSTALLATION STYROFOAM' Brand Square Edge !mutation boards are easy to handle, cut using a utility knife or serrated blade, and install, The square edge boards are designed to ensure energy efficiency and minimize on-site cutting and waste. Use a polystyrene -compatible adhesive to hold the boards in pace during backfilting. Apply cauk or trestle to the top of the board to prevent water infiltration behind the insulation. To complete the installaIton, gorge the aboveirade portions of STYROFOAM- Brand Square Edge Insulation to protect from solar radiation. It Is recorrityterded that any masonry irregularities oriagged surfaces on the foundation wail or slab be removed rotor to installation, Below -grade walls should be protected from moisture leakage and dampness prior to installation of STYP40F0Alvl- Brand Square Edge Imulation. Code - approved drainage systems should be installed. Ensure foundation drainage meets local codes. Matt www.dowbuildingsoithions.com or contact a Icical Clow representa- tive for more specific Instructions. 6. AVAILABILITY STYROFOAM- Brand Square Edge Insulation Is distributed through an extensive network. For more information, oontact your local Dow representative or call 1-8P0-232-2436. 7. WARRANTY In the United States, a SO -year ther- mal Untitled warranty is available on STYPICIFOAMTm products 1.8 inches and greater. For thickness less trier; 1,5 www.dowbulldingeolutions.com TachnIcal Information 1 -366 -583 -BLUE (2563) Sales Information 1400-232.2436 rut.2t L./J4 D E I.J T f A L inches, other warranties may apply. warr,nties are available as described at httpdbuildingdow.cominatenitoolsi warrenty.htm S. MAINTENANCE Not :ipplicable. 9. TECHNICAL SERVICES Dow can provide technical information to help address questions when using STYROFOAM" Brand Square Edge Insulation. Technical personnel are available to as:;ist with any Insulation project. For tochnical assistance, call 1-66IL-583-SLUE (258$). 10. FILING SYSTEMS • www.dowbuildingsofutions.com • www.sweets.com IN THE U.S. THS DOW CHEMICAL COMPAN 200 Larkin Midland. MI 48574 NU11°Ii NfrFm"," frgm P,,,n1 1$7, 00.." Ohm 4. Iv tx,OOtO100.141Orroo,. cr..rOthrl, OOMOokb LtorO wAy tothO PORA infOr010140 riorOthoo O AlOyOMPOOISOOO MOO, CollIthorwO000lrormilok for eadtormnInd VAA1114: nmotta and lho ligodnallon gat drof000toOli Art addegaAala aer 1:141/Wor'r, woo ON, tilI10100 014011N010,"016*MtUALVI210Vanarmr OrROOokt 04'4 OlOrOPOOktot A4d Addt0041.10 ,Od DThnThlPr"1""th' 0,04,,, snow., tn I1 IllanInn warn*: ow NOWA fOr tWOO Aild,15f ,11+.01:4 ro,,o0 0,00.A.Awa cow tu tpw, .oppolm.d Or nicrio.POor r=tome OOMOV4Ooro &IOW% tad ilaa adada*aaa ada daaadnatat ditardadda ad "ONO ta da,,*CalaraAr dada Oaar Zed aaada Mad, aluctdL Cumafroar 'INA% ntharald, arprreoname. NO FOOYIG44 opomwea Atm we! pram roilrnvAPPOMOSILEwarTojoi wArtanwries SPEcnituayrtrouroEtt VOW ARI1 LOgIOWVOTIOO WieurfrorlorG TN= OF MERCHANTARLITA AAP FIT. NEM Fon A tAr4TICOLAAPURPCatt ARZEAFFIFMA OetudtaSp, CAUTION; TnIs modust 6.0.00e.tilhl. AN, hot any di uzad NA anneal, m* now. COOK anen with MOOOket 14) WOO SOMA OroolOicolico POO lo Roo wto riO roO..trolo Werloat druaaa Fos fflt/T11101Cirni.111.60,, rprer041 PAS41S1. 1l .81&•123.ELUE 05,40$ ne ithnlor,11 VIINMI bliPtHil V3040.001 Psn nrwippricy, :4011.141Dm#441:0, WAFINNACI:FIkIraarle Indianan ,inaa not conslituln n ,aonand writAbfro pogrom ow wooer,/ 1,3111A41 fgollielkm 0,61000 &WM. U,n`ONflgOONIDraEMAR 1101,0411,1 111 1,111,INAN adold 01,111110 A14.1 111[1,111.0,0 priri thn IAA Oztri InomoOkro No rowoorwl olrogwor pv,rmno r coo, ow, woo www,, IN &Nolen MILifiCIOMIN,Fl Habitat for Mumaitlir Printod 01 USIA, D Ow AvnadadAA, a "fa. Orme dagananao Gotapaaw ("DWI dr 011 AMIV1.‘1 ",,,6"nr (0, Orwroontly I. a toRlamnd aarAlca eirtIAt owewri olor000r rd. KirnanIty Farm Nn 17P-Q44",'41.(ial NicX NoOlnr7orolo, Jason Socola ✔ cba 02-06-15 R & D Services, Inc. Classified Cellulose Insulation Fiber America Green Seal Loose-Fill Blended Cellulose Reference File: RDS-LF9601 This product meets the amended CPSC standard for flame resistance and corrosiveness of cellulose insulation. CPSC Standard HH-I-515E; 16CFR Section 1209 Meets ASTM C739 Classified in accordance with the following ASTM C739 characteristics Flammability Characteristics Critical Radiant Flux Greater than or equal to 0.12 W/cm2 Smoldering Combustion Less than or equal to 15.0 % Environmental Characteristics Corrosiveness Acceptable Fungi Resistance Acceptable Physical Characteristics Density (Settled-BCS) 1.51 lb/ft3 Thermal Resistivity (at 4 in.) 3.61 R/in. Moisture Vapor Sorption Acceptable Odor Emission Acceptable Spray-Applied Attic Insulation (no water mixture during application)