letherer · 2020. 10. 8. · 2'11" 55 ' 9" 4 ' 1" 7 ' 10" 17' 18'1" 4'3" 10'8"8 48'3"8 70 ' 7"...
TRANSCRIPT
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2'11"
55'9
"4'
1"7'
10"
17' 18'1"4'3"
10'8"8 48'3"8
70'7
"
17'5"8 17'7"8 63'3"98'4"
56'
31'
7'11"2
12'7
"822
'10"
20'6
"8
18'1"
5'
8'54
'7"
8'
54'10"6
5'
3'13'2"4 1'1
0"12
4'11"7'11"14
1'10"
2'6"
2' 2' 2' 2' 2' 2'
24"o
c LA
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FRAM
E W
ALL
PER
AE3
-11
FRAM
E W
ALL
PER
AE3
-11
FRAME WALL PER AE3-11
FRAME WALL PER AE3-11
BRG
WAL
LBR
G W
ALL
NO
T BR
G
R = 27134#U = 2400#
R = 31267#
U = 2065#
R = 19694#
U = 862#
MIN. 8" BRG REQ'D
MIN. 10" BRG REQ'D
MIN. 5.5" BRG REQ'D
THGQ3-SDS4.5
HU
S28
HU
S28
HU
S28
HUS28
HHUS282
HHUS282
HHUS282
HHUS282
MU
S26
NAIL
THJU
26
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
NAIL
MUS26
MU
S26
MUS26
MUS26
SUL/R
26
SUL/R
26
SUL/R
26
SUL/R
26SU
L/R26
SUL/R
26SU
L/R26
SUL/R26
SUL/R26
SUL/R26
SUL/R26
SUL/R26
SUL/R26
SUL/R26
SUL/R26
THJU26 THJU
26
12" O
C S
PAC
ING
2 PL
Y
2 PLY
2 PLY
3 PL
Y
3 PLY
3 PLY
2 PLY2 PLY
2 PLY2 PLY
2 PLY
2 PLY
2 PLY
P
A3X
E1XE
5
E5
E6
E6
E7
E7
A1X
E1XE1
X
E5
E5E5
E5
E6
E6
E6
E6
E7
E7
E7
E7
AA2
B1X
B2
B3X
B4
B5XB6B7B8B9B10
B11
B12X
C1X
C1X
C3
C3
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C4
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C5
C6
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C9
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C11
C11
C11
C11
B4
B13 B14
C2
E2
E2
E3
E3
E3
E3E4
E8X
E11
E9X
E10
E11
E12
E12
E16E13X
E14XE15
E16
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V5
V6
V7
V8
V9
V10 V
11
V12
DD
D1
D1
D2XD2X
D3XD3X
D4X
D5X
D6X
X XXX XX XX
X1X1
X1X2
X1X1
X1X1
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X1 X1 X1X1 X1X1 X1 X1
X1 X1 X1X1X1 X1X1X1 X1X1 X1X1 X1X1X1 X1X1X1X1X1X10
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X1 X1 X1 X1X1 X1 X1 X1X1 X1 X1 X1 X1 X1 X1 X1 X1X1X1 X1X1X1X1 X1X1X1X4 X4
X5 X5
X1X1 X1X1 X1X1
X1X1
X1X4
X1X1
X1
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X1
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PAGE NO:
1 OF 1
JOB NO:
105229
Lot
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-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A 54'10"6 7/4 Stub DP This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x6 SPF 1650f-1.5E Webs 2x4 SPF Stud:W4, W5, W7, W9, W12, W13 2x4 SPF #3: :W6, W8, W10, W11 2x4 SPF 1650f-1.5E:
All plates are 3X4 except as noted. 115 mph wind, 18.25 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.(a) Continuous lateral restraint equally spaced on member.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 11.25 35.23 BC 75 0.00 54.86Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Truss passed check for 20 psf additional bottom chord live load inareas with 42"-high x 24"-wide clearance.Bottom chord checked for 10.00 psf non-concurrent bottom chord
live load applied per IBC-15 section 1607.Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installationof trusses. See "WARNING" note below. Truss designed for unbalanced snow load based on Pg=35.00 psf,
Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = A 54'10"6 7/4 Stub DP
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 12 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
Y 1347 / 69 / 427 / - / 237 / -T 3728 / 270 / 1228 / - / - / 5.5Z 1534 / 125 / 708 / - / - / 5.5Wind reactions based on MWFRSY Min Brg Width Req = -T Min Brg Width Req = 5.5Z Min Brg Width Req = 2.4Bearings T & Z Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 149 - 974B - C 239 - 951C - D 214 - 406D - E 655 0E - F 655 0F - G 655 0
Chords Tens. Comp.
G - H 268 - 563H - I 246 - 808I - J 289 - 1346J - K 283 - 1581K - L 365 - 1918L - M 75 0
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
Y - X 237 - 220X - W 759 - 150W - V 706 - 129V - U 706 - 129U - T 385 - 173T - S 268 - 125
Chords Tens. Comp.
S - R 268 - 125R - Q 1250 - 8Q - P 1250 - 8P - O 1785 - 252O - N 8 - 3
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
A - Y 183 - 1304A - X 995 - 92X - B 134 - 472B - W 102 - 141
Webs Tens. Comp.
F - T 181 - 451G - R 1271 - 166R - H 66 - 150R - I 288 - 949
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A 54'10"6 7/4 Stub DP
WEIGHT =481.7
SEQ - 251680
TYPE DUBL
(a)
(a) (a) (a) (a) (a)
(a)
12'
RIGHT RAKE = 3'1"15
A
B
C D E F G H
IJ
K
LM
NOPQRSTUVWXY Z
712
412
3X5(R)
2X6 3X5
6X8(R)
5X7 3X5
5X5 5X7
4X85X7
5X5
4X10
6X8
5X7
5X7
6X8(SRS)(R)
5X6(R)
3X8
3X10
24'11"10 29'10"12
13'0"5
23'11"12
16'11"5
8'5"3
11'3" 23'11"12 14'7"10 5'
54'10"6 3'
5'3"
7
1'7"12 3'3"
12
11'1
0"3
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A 54'10"6 7/4 Stub DP This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x6 SPF 1650f-1.5E Webs 2x4 SPF Stud:W4, W5, W7, W9, W12, W13 2x4 SPF #3: :W6, W8, W10, W11 2x4 SPF 1650f-1.5E:
All plates are 3X4 except as noted. 115 mph wind, 18.25 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.(a) Continuous lateral restraint equally spaced on member.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 11.25 35.23 BC 75 0.00 54.86Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Truss passed check for 20 psf additional bottom chord live load inareas with 42"-high x 24"-wide clearance.Bottom chord checked for 10.00 psf non-concurrent bottom chord
live load applied per IBC-15 section 1607.Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.WARNING: Furnish a copy of this DWG to the installation contractor.
Special care must be taken during handling, shipping and installationof trusses. See "WARNING" note below. Truss designed for unbalanced snow load based on Pg=35.00 psf,
Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = A 54'10"6 7/4 Stub DP
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 12 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
Y 1347 / 69 / 427 / - / 237 / -T 3728 / 270 / 1228 / - / - / 5.5Z 1534 / 125 / 708 / - / - / 5.5Wind reactions based on MWFRSY Min Brg Width Req = -T Min Brg Width Req = 5.5Z Min Brg Width Req = 2.4Bearings T & Z Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 149 - 974B - C 239 - 951C - D 214 - 406D - E 655 0E - F 655 0F - G 655 0
Chords Tens. Comp.
G - H 268 - 563H - I 246 - 808I - J 289 - 1346J - K 283 - 1581K - L 365 - 1918L - M 75 0
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
Y - X 237 - 220X - W 759 - 150W - V 706 - 129V - U 706 - 129U - T 385 - 173T - S 268 - 125
Chords Tens. Comp.
S - R 268 - 125R - Q 1250 - 8Q - P 1250 - 8P - O 1785 - 252O - N 8 - 3
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
A - Y 183 - 1304A - X 995 - 92X - B 134 - 472B - W 102 - 141
Webs Tens. Comp.
F - T 181 - 451G - R 1271 - 166R - H 66 - 150R - I 288 - 949
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A 54'10"6 7/4 Stub DP
WEIGHT =481.7
SEQ - 251680
TYPE DUBL
(a)
(a) (a) (a) (a) (a)
(a)
12'
RIGHT RAKE = 3'1"15
A
B
C D E F G H
IJ
K
LM
NOPQRSTUVWXY Z
712
412
3X5(R)
2X6 3X5
6X8(R)
5X7 3X5
5X5 5X7
4X85X7
5X5
4X10
6X8
5X7
5X7
6X8(SRS)(R)
5X6(R)
3X8
3X10
24'11"10 29'10"12
13'0"5
23'11"12
16'11"5
8'5"3
11'3" 23'11"12 14'7"10 5'
54'10"6 3'
5'3"
7
1'7"12 3'3"
12
11'1
0"3
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A 54'10"6 7/4 Stub DP This dwg. prepared by the ITW job designer program from truss mfr's layout.
PLT TYP. WAVEDESC = A 54'10"6 7/4 Stub DP
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 12 REV. 16.02.01A.0117.19
C - W 401 - 8C - U 88 - 659U - D 821 0D - T 255 - 1641T - G 318 - 1647
I - P 437 - 13P - K 262 - 564K - O 148 - 333O - L 1800 - 243L - N 488 - 1484
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A 54'10"6 7/4 Stub DP
WEIGHT =481.7
SEQ - 251680
TYPE DUBL
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A1X 63'3" 7/4 DPHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x6 SP 2400f-2.0E :B1 2x10 SP 2400f-2.0E: Webs 2x4 SPF Stud :W5 2x4 SPF 1650f-1.5E::W6, W7, W15, W17, W27 2x4 SPF #1/#2::Lt Slider 2x8 SPF #1/#2: BLOCK LENGTH = 1.500'
Nail Schedule:0.131"x3", min. nailsTop Chord: 1 Row @ 4.00" o.c.Bot Chord: 1 Row @ 4.25" o.c.Webs : 1 Row @ 4" o.c.Repeat nailing as each layer is applied. Use equal spacingbetween rows and stagger nails in each row to avoid splitting.4" o.c. spacing of nails perpendicular and parallel tograin required in area over bearings greater than 4"
All plates are 6X8 except as noted.
115 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.
Wind loads and reactions based on MWFRS. Truss designed to support 3-0-0 top chord outlookers and claddingload not to exceed 2.00 PSF one face and 24.0" span opposite face.Top chord must not be cut or notched, unless specified otherwise.Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 2.00. WARNING: Furnish a copy of this DWG to the installation contractor.Failure to follow provisions of BCSI in handling and installation oftrusses can result in serious injuries. Do not permit inexperienced anduninstructed people to install trusses. See "WARNING" note below.BCSI recommends retaining a registered professional engineer forthe design of temporary bracing.
Truss designed for balanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.The maximum concentrated load is 8339#
PLT TYP. WAVEDESC = A1X 63'3" 7/4 DPHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
AJ 7019 / 152 / - / - / - / 5.5AF 14735 / 759 / 840 / - / - / 5.5AC 12723 / 758 / 2967 / - / - / 5.5AK 6108 / 372 / 133 / - / - / 5.5Wind reactions based on MWFRSAJ Min Brg Width Req = 2.5AF Min Brg Width Req = 5.3AC Min Brg Width Req = 4.6AK Min Brg Width Req = 2.2Bearings AJ, AF, AC, & AK Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 126 - 3207B - C 120 - 3091C - D 124 - 3128D - E 184 - 3411E - F 599 - 3F - G 2790 - 112G - H 1780 - 194H - I 1470 - 109I - J 2587 - 171
Chords Tens. Comp.
J - K 2587 - 171K - L 2587 - 171L - M 56 - 147M - N 231 - 3226N - O 237 - 3446O - P 237 - 3447P - Q 194 - 3019Q - R 168 - 2741R - S 79 - 6
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
A -AI 2819 - 111AI-AH 2876 - 142AH-AG 3269 - 180AG-AF 12 - 797AF-AE 93 - 2440AE-AD 172 - 1722AD-AC 109 - 1486AC-AB 34 - 146
Chords Tens. Comp.
AB-AA 2183 - 152AA- Z 2169 - 151Z - Y 2169 - 151Y - X 3148 - 225X - W 2622 - 168W - V 2622 - 168V - U 2600 - 160U - T 11 0
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A1X 63'3" 7/4 DPHIP Girder
WEIGHT =1421.7
SEQ - 252204
TYPE GABL
3 Complete Trusses Required
12'
RIGHT RAKE = 3'1"15
A BC
D E F GH I J K L M
N O PQ
RS
TUVWXYZAAABACADAEAFAGAHAIAJ AK
412
712
2.2612 2.02 12
4X6(E3)
SS0317(E3)3X6
7X83X4 H0714(R) 12X14
6X8(R)
5X7(R)
H0610(SRS)
3X6 7X8
4X6 5X71.5X4
5X10
5X7
5X6 1.5X48X20
5X7 3X5
1.5X4
3X8 5X63X4
7X8(SRS)
3X10
4X8
3X5
16'9"8 16'6"12 29'10"12
5'3"4
1'11"
13
11'3"2 4'8"12 18' 5'3"610'8"7
1'11"13
8'5"3
5'1'8"9
11'3"2 4'7"13 18' 5'2"8 10'8"71'8"9
5'
63'3" 3'
1'7"123'3"124'
3"12
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A1X 63'3" 7/4 DPHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x6 SP 2400f-2.0E :B1 2x10 SP 2400f-2.0E: Webs 2x4 SPF Stud :W5 2x4 SPF 1650f-1.5E::W6, W7, W15, W17, W27 2x4 SPF #1/#2::Lt Slider 2x8 SPF #1/#2: BLOCK LENGTH = 1.500'
Nail Schedule:0.131"x3", min. nailsTop Chord: 1 Row @ 4.00" o.c.Bot Chord: 1 Row @ 4.25" o.c.Webs : 1 Row @ 4" o.c.Repeat nailing as each layer is applied. Use equal spacingbetween rows and stagger nails in each row to avoid splitting.4" o.c. spacing of nails perpendicular and parallel tograin required in area over bearings greater than 4"
All plates are 6X8 except as noted.
115 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.
Wind loads and reactions based on MWFRS. Truss designed to support 3-0-0 top chord outlookers and claddingload not to exceed 2.00 PSF one face and 24.0" span opposite face.Top chord must not be cut or notched, unless specified otherwise.Deflection meets L/360 live and L/240 total load. Creep increase
factor for dead load is 2.00. WARNING: Furnish a copy of this DWG to the installation contractor.Failure to follow provisions of BCSI in handling and installation oftrusses can result in serious injuries. Do not permit inexperienced anduninstructed people to install trusses. See "WARNING" note below.BCSI recommends retaining a registered professional engineer forthe design of temporary bracing.
Truss designed for balanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.The maximum concentrated load is 8339#
PLT TYP. WAVEDESC = A1X 63'3" 7/4 DPHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
AJ 7019 / 152 / - / - / - / 5.5AF 14735 / 759 / 840 / - / - / 5.5AC 12723 / 758 / 2967 / - / - / 5.5AK 6108 / 372 / 133 / - / - / 5.5Wind reactions based on MWFRSAJ Min Brg Width Req = 2.5AF Min Brg Width Req = 5.3AC Min Brg Width Req = 4.6AK Min Brg Width Req = 2.2Bearings AJ, AF, AC, & AK Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 126 - 3207B - C 120 - 3091C - D 124 - 3128D - E 184 - 3411E - F 599 - 3F - G 2790 - 112G - H 1780 - 194H - I 1470 - 109I - J 2587 - 171
Chords Tens. Comp.
J - K 2587 - 171K - L 2587 - 171L - M 56 - 147M - N 231 - 3226N - O 237 - 3446O - P 237 - 3447P - Q 194 - 3019Q - R 168 - 2741R - S 79 - 6
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
A -AI 2819 - 111AI-AH 2876 - 142AH-AG 3269 - 180AG-AF 12 - 797AF-AE 93 - 2440AE-AD 172 - 1722AD-AC 109 - 1486AC-AB 34 - 146
Chords Tens. Comp.
AB-AA 2183 - 152AA- Z 2169 - 151Z - Y 2169 - 151Y - X 3148 - 225X - W 2622 - 168W - V 2622 - 168V - U 2600 - 160U - T 11 0
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A1X 63'3" 7/4 DPHIP Girder
WEIGHT =1421.7
SEQ - 252204
TYPE GABL
3 Complete Trusses Required
12'
RIGHT RAKE = 3'1"15
A BC
D E F GH I J K L M
N O PQ
RS
TUVWXYZAAABACADAEAFAGAHAIAJ AK
412
712
2.2612 2.02 12
4X6(E3)
SS0317(E3)3X6
7X83X4 H0714(R) 12X14
6X8(R)
5X7(R)
H0610(SRS)
3X6 7X8
4X6 5X71.5X4
5X10
5X7
5X6 1.5X48X20
5X7 3X5
1.5X4
3X8 5X63X4
7X8(SRS)
3X10
4X8
3X5
16'9"8 16'6"12 29'10"12
5'3"4
1'11"
13
11'3"2 4'8"12 18' 5'3"610'8"7
1'11"13
8'5"3
5'1'8"9
11'3"2 4'7"13 18' 5'2"8 10'8"71'8"9
5'
63'3" 3'
1'7"123'3"124'
3"12
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A1X 63'3" 7/4 DPHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Special loads------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 75 plf at 0.00 to 75 plf at 5.00 TC- From 76 plf at 5.00 to 76 plf at 6.71 TC- From 99 plf at 6.71 to 313 plf at 22.63 TC- From 313 plf at 22.63 to 435 plf at 31.63 TC- From 435 plf at 31.63 to 313 plf at 40.62 TC- From 313 plf at 40.62 to 99 plf at 56.54 TC- From 76 plf at 56.54 to 76 plf at 58.25 TC- From 75 plf at 58.25 to 75 plf at 66.25 BC- From 20 plf at 0.00 to 20 plf at 13.99 BC- From 20 plf at 13.99 to 20 plf at 27.98 BC- From 20 plf at 27.98 to 20 plf at 41.97 BC- From 20 plf at 41.97 to 20 plf at 55.96 BC- From 20 plf at 55.96 to 20 plf at 63.25 BC- From 4 plf at 63.25 to 4 plf at 66.25 BC- 520.10 lb Conc. Load at 0.73, 2.73, 4.73, 6.73 BC- 1182.71 lb Conc. Load at 8.01,55.24 BC- 8338.96 lb Conc. Load at 8.19 BC- 334.61 lb Conc. Load at 10.06,12.06,14.06,16.0616.96,18.06,20.06,22.06,41.19,43.19,45.19,46.29,47.1949.19,51.19,53.19 BC- 361.51 lb Conc. Load at 24.06,26.06,28.06,30.0631.63,33.19,35.19,37.19,39.19
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 6.71 17.98 TC 24 22.63 40.62 TC 24 45.83 56.54 BC 120 0.00 63.25Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
PLT TYP. WAVEDESC = A1X 63'3" 7/4 DPHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
C -AI 30 - 352AI- D 84 - 398D -AH 1522 - 119AH- E 2273 - 74E -AG 175 - 4455AG- F 2724 - 114F -AF 182 - 3881AF- G 62 - 1403G -AE 1358 - 48H -AE 60 - 540H -AD 410 - 132AD- I 194 - 20I -AC 107 - 1741K -AC 33 - 687
Webs Tens. Comp.
AC- L 216 - 3311L -AB 1858 - 124AB- M 193 - 2717AA- M 289 - 15M - Y 1161 - 85N - Y 44 - 144N - X 368 - 86X - P 1055 - 85O - X 34 - 431V - Q 155 - 36P - V 522 - 23Q - U 70 - 830U - R 2581 - 157R - T 130 - 1998
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A1X 63'3" 7/4 DPHIP Girder
WEIGHT =1421.7
SEQ - 252204
TYPE GABL
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A2 54'10"6 7/4/4 DPSci This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x6 SPF 1650f-1.5E Webs 2x4 SPF Stud :W2, W6, W12, W19 2x4 SPF #1/#2::W8, W9, W10 2x4 SP 2850f-2.3E:
All plates are 5X7 except as noted. 115 mph wind, 18.25 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.Calculated horizontal deflection is 0.58" due to live load and 0.34"due to dead load.(a) Continuous lateral restraint equally spaced on member.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 11.25 35.23 BC 75 0.00 23.24 BC 120 23.24 46.48 BC 101 46.48 54.86Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Bottom chord checked for 10.00 psf non-concurrent bottom chordlive load applied per IBC-15 section 1607.
Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.
Calculated vertical deflection is 0.83" due to live load and 0.98" dueto dead load at X = 23-2-14.
WARNING: Furnish a copy of this DWG to the installation contractor.Special care must be taken during handling, shipping and installationof trusses. See "WARNING" note below.
Truss designed for unbalanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = A2 54'10"6 7/4/4 DPSci
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 15 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
Y 2641 / 202 / 1064 / - / 237 / -Z 2882 / 235 / 1288 / - / - / 5.5Wind reactions based on MWFRSY Min Brg Width Req = -Z Min Brg Width Req = 4.5Bearing Z Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 396 - 2604B - C 621 - 3748C - D 868 - 5522D - E 1311 - 9651E - F 1311 - 9651F - G 1040 - 6375
Chords Tens. Comp.
G - H 908 - 5185H - I 932 - 5138I - J 918 - 5247J - K 847 - 4554K - L 152 - 112L - M 75 0
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
Y - X 272 - 246X - W 2340 - 76W - V 3290 - 135V - U 3320 - 130U - T 5949 - 459T - S 6827 - 635
Chords Tens. Comp.
S - R 4643 - 396R - Q 4613 - 401Q - P 4707 - 552P - O 4108 - 588O - N 4087 - 698
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
A - Y 396 - 2591A - X 2456 - 320X - B 327 - 1755B - W 1178 - 73C - W 134 - 897C - U 3300 - 400
Webs Tens. Comp.
F - S 346 - 2427S - G 2745 - 289Q - G 285 - 84Q - H 181 - 171H - P 52 - 363P - J 626 0
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A2 54'10"6 7/4/4 DPSci
WEIGHT =429.5
SEQ - 252010
TYPE SCIS
(a)
(a)
(a)(a) (a)
(a)12'1"12'
RIGHT RAKE = 3'1"15
A
B
C D E F G
H
I
J
K
LM
NO
P
QR
S
T
U
VW
X
Y Z
712
412
412
6X8(R)
3X8
4X6
6X12
4X4
5X8(R)
6X8 7X8
H07145X6(R)
3X4
6X12
3X4
3X4
7X8
3X58X10(SRS)
1.5X48X10(R)
13'0"5
23'11"12
16'11"5
8'5"3
24'2"13 24'5"15
8'4"10
11'3" 23'11"12 14'7"10 5'
23'2"14 23'2"14 8'4"10 3'
54'10"6
1"
5'2"
7
1'7"12 3'3"
12
7'8"
15
11'1
0"3
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A2 54'10"6 7/4/4 DPSci This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x6 SPF 1650f-1.5E Webs 2x4 SPF Stud :W2, W6, W12, W19 2x4 SPF #1/#2::W8, W9, W10 2x4 SP 2850f-2.3E:
All plates are 5X7 except as noted. 115 mph wind, 18.25 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.Calculated horizontal deflection is 0.58" due to live load and 0.34"due to dead load.(a) Continuous lateral restraint equally spaced on member.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 11.25 35.23 BC 75 0.00 23.24 BC 120 23.24 46.48 BC 101 46.48 54.86Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Bottom chord checked for 10.00 psf non-concurrent bottom chordlive load applied per IBC-15 section 1607.
Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.
Calculated vertical deflection is 0.83" due to live load and 0.98" dueto dead load at X = 23-2-14.
WARNING: Furnish a copy of this DWG to the installation contractor.Special care must be taken during handling, shipping and installationof trusses. See "WARNING" note below.
Truss designed for unbalanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = A2 54'10"6 7/4/4 DPSci
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 15 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
Y 2641 / 202 / 1064 / - / 237 / -Z 2882 / 235 / 1288 / - / - / 5.5Wind reactions based on MWFRSY Min Brg Width Req = -Z Min Brg Width Req = 4.5Bearing Z Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 396 - 2604B - C 621 - 3748C - D 868 - 5522D - E 1311 - 9651E - F 1311 - 9651F - G 1040 - 6375
Chords Tens. Comp.
G - H 908 - 5185H - I 932 - 5138I - J 918 - 5247J - K 847 - 4554K - L 152 - 112L - M 75 0
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
Y - X 272 - 246X - W 2340 - 76W - V 3290 - 135V - U 3320 - 130U - T 5949 - 459T - S 6827 - 635
Chords Tens. Comp.
S - R 4643 - 396R - Q 4613 - 401Q - P 4707 - 552P - O 4108 - 588O - N 4087 - 698
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
A - Y 396 - 2591A - X 2456 - 320X - B 327 - 1755B - W 1178 - 73C - W 134 - 897C - U 3300 - 400
Webs Tens. Comp.
F - S 346 - 2427S - G 2745 - 289Q - G 285 - 84Q - H 181 - 171H - P 52 - 363P - J 626 0
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A2 54'10"6 7/4/4 DPSci
WEIGHT =429.5
SEQ - 252010
TYPE SCIS
(a)
(a)
(a)(a) (a)
(a)12'1"12'
RIGHT RAKE = 3'1"15
A
B
C D E F G
H
I
J
K
LM
NO
P
QR
S
T
U
VW
X
Y Z
712
412
412
6X8(R)
3X8
4X6
6X12
4X4
5X8(R)
6X8 7X8
H07145X6(R)
3X4
6X12
3X4
3X4
7X8
3X58X10(SRS)
1.5X48X10(R)
13'0"5
23'11"12
16'11"5
8'5"3
24'2"13 24'5"15
8'4"10
11'3" 23'11"12 14'7"10 5'
23'2"14 23'2"14 8'4"10 3'
54'10"6
1"
5'2"
7
1'7"12 3'3"
12
7'8"
15
11'1
0"3
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A2 54'10"6 7/4/4 DPSci This dwg. prepared by the ITW job designer program from truss mfr's layout.
PLT TYP. WAVEDESC = A2 54'10"6 7/4/4 DPSci
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 15 REV. 16.02.01A.0117.19
U - D 452 - 2951D - T 4727 - 501E - T 170 - 381T - F 3747 - 304
O - J 180 - 992O - K 194 - 237K - N 800 - 4663L - N 431 - 507
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A2 54'10"6 7/4/4 DPSci
WEIGHT =429.5
SEQ - 252010
TYPE SCIS
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A3X 54'10"6 7/4 Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x10 SP 2400f-2.0EBot chord 2x10 SP 2400f-2.0E Webs 2x4 SPF Stud :W1, W16 2x6 SPF 1650f-1.5E::W2 2x4 SPF 2100f-1.8E: :W3, W8 2x4 SPF #1/#2::W4, W18, W20 2x4 SPF 1650f-1.5E: :W6 2x6 SP 2400f-2.0E::Rt Slider 2x6 SPF Stud: BLOCK LENGTH = 2.394'
Nail Schedule:0.131"x3", min. nailsTop Chord: 1 Row @ 5.50" o.c.Bot Chord: 1 Row @ 7.50" o.c.Webs : 1 Row @ 4" o.c.Repeat nailing as each layer is applied. Use equal spacingbetween rows and stagger nails in each row to avoid splitting.4" o.c. spacing of nails perpendicular and parallel tograin required in area over bearings greater than 4"
All plates are SS1012 except as noted.
(**) 1 plate(s) require special positioning. Refer to scaled plate plotdetails for special positioning requirements.
115 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS.
Left end vertical not exposed to wind pressure. Calculated horizontal deflection is 0.15" due to live load and 0.25"due to dead load.
Max JT VERT DEFL: LL: 1.58" DL: 2.96". See detailDEFLCAMB1014 for camber recommendations. Provide foradequate drainage of roof.Truss designed to support 3-0-0 top chord outlookers and cladding
load not to exceed 2.00 PSF one face and 24.0" span opposite face.Top chord must not be cut or notched, unless specified otherwise.
(J) Hanger Support Required, by othersDeflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.Calculated vertical deflection is 0.88" due to live load and 2.96" due
to dead load at X = 27-8-0.
PLT TYP. WAVEDESC = A3X 54'10"6 7/4 Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
AB 12203 / 1108 / 2418 / - / - / -AC 12638 / 822 / 1701 / - / - / 5.5Wind reactions based on MWFRSAB Min Brg Width Req = -AC Min Brg Width Req = 4.6Bearing AC Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 443 - 4953B - C 800 - 9146C - D 816 - 9270D - E 1643- 19538E - F 1775- 21298F - G 1811- 21575G - H 1811- 21575
Chords Tens. Comp.
H - I 1200 - 14104I - J 1184 - 13974J - K 896 - 10820K - L 625 - 8014L - M 576 - 7515M - N 576 - 7588N - O 49 - 4
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
AB-AA 24 - 2AA- Z 5233 - 471Z - Y 16569 - 1420Y - X 16585 - 1419X - W 19703 - 1658W - V 21371 - 1784V - U 20376 - 1734
Chords Tens. Comp.
U - T 20369 - 1736T - S 10996 - 915S - R 7169 - 564R - Q 7169 - 564Q - P 6914 - 533P - N 6881 - 531
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
A -AB 370 - 3943A -AA 6156 - 551AA- B 338 - 3403B - Z 5130 - 422
Webs Tens. Comp.
G - V 69 - 503V - H 1389 - 89U - H 121 - 52H - T 621 - 7490
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A3X 54'10"6 7/4 Girder
WEIGHT =1697.6
SEQ - 251991
TYPE GABL
3 Complete Trusses Required
12'
RIGHT RAKE = 3'1"15
A B CD E F G H
I J KL
MN
O
PQRSTUVWXYZAAAB AC
2.2612 2.02 127
124
12
H0310 SS0712
8X10
SS1017
6X12(R)
H1324
4X10
3X8
3X8
3X4 1.5X4
4X8 SS1319H1324
8X20(R)
6X16
6X8
5X10 H0710
12X14
5X6(**)
6X12(SRS)(R)
1.5X4
4X6H0714(E1)
9'7"1 4'8"12 18' 5'3"610'8"7
1'11"13
8'5"3
9'7"1 4'7"13 18' 5'2"8 10'8"71'8"9
5'
54'10"6 3'
4'3"
12
1'7"123'5
"4
3'3"
12
4'5"
12
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A3X 54'10"6 7/4 Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x10 SP 2400f-2.0EBot chord 2x10 SP 2400f-2.0E Webs 2x4 SPF Stud :W1, W16 2x6 SPF 1650f-1.5E::W2 2x4 SPF 2100f-1.8E: :W3, W8 2x4 SPF #1/#2::W4, W18, W20 2x4 SPF 1650f-1.5E: :W6 2x6 SP 2400f-2.0E::Rt Slider 2x6 SPF Stud: BLOCK LENGTH = 2.394'
Nail Schedule:0.131"x3", min. nailsTop Chord: 1 Row @ 5.50" o.c.Bot Chord: 1 Row @ 7.50" o.c.Webs : 1 Row @ 4" o.c.Repeat nailing as each layer is applied. Use equal spacingbetween rows and stagger nails in each row to avoid splitting.4" o.c. spacing of nails perpendicular and parallel tograin required in area over bearings greater than 4"
All plates are SS1012 except as noted.
(**) 1 plate(s) require special positioning. Refer to scaled plate plotdetails for special positioning requirements.
115 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS.
Left end vertical not exposed to wind pressure. Calculated horizontal deflection is 0.15" due to live load and 0.25"due to dead load.
Max JT VERT DEFL: LL: 1.58" DL: 2.96". See detailDEFLCAMB1014 for camber recommendations. Provide foradequate drainage of roof.Truss designed to support 3-0-0 top chord outlookers and cladding
load not to exceed 2.00 PSF one face and 24.0" span opposite face.Top chord must not be cut or notched, unless specified otherwise.
(J) Hanger Support Required, by othersDeflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.Calculated vertical deflection is 0.88" due to live load and 2.96" due
to dead load at X = 27-8-0.
PLT TYP. WAVEDESC = A3X 54'10"6 7/4 Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
AB 12203 / 1108 / 2418 / - / - / -AC 12638 / 822 / 1701 / - / - / 5.5Wind reactions based on MWFRSAB Min Brg Width Req = -AC Min Brg Width Req = 4.6Bearing AC Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 443 - 4953B - C 800 - 9146C - D 816 - 9270D - E 1643- 19538E - F 1775- 21298F - G 1811- 21575G - H 1811- 21575
Chords Tens. Comp.
H - I 1200 - 14104I - J 1184 - 13974J - K 896 - 10820K - L 625 - 8014L - M 576 - 7515M - N 576 - 7588N - O 49 - 4
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
AB-AA 24 - 2AA- Z 5233 - 471Z - Y 16569 - 1420Y - X 16585 - 1419X - W 19703 - 1658W - V 21371 - 1784V - U 20376 - 1734
Chords Tens. Comp.
U - T 20369 - 1736T - S 10996 - 915S - R 7169 - 564R - Q 7169 - 564Q - P 6914 - 533P - N 6881 - 531
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
A -AB 370 - 3943A -AA 6156 - 551AA- B 338 - 3403B - Z 5130 - 422
Webs Tens. Comp.
G - V 69 - 503V - H 1389 - 89U - H 121 - 52H - T 621 - 7490
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A3X 54'10"6 7/4 Girder
WEIGHT =1697.6
SEQ - 251991
TYPE GABL
3 Complete Trusses Required
12'
RIGHT RAKE = 3'1"15
A B CD E F G H
I J KL
MN
O
PQRSTUVWXYZAAAB AC
2.2612 2.02 127
124
12
H0310 SS0712
8X10
SS1017
6X12(R)
H1324
4X10
3X8
3X8
3X4 1.5X4
4X8 SS1319H1324
8X20(R)
6X16
6X8
5X10 H0710
12X14
5X6(**)
6X12(SRS)(R)
1.5X4
4X6H0714(E1)
9'7"1 4'8"12 18' 5'3"610'8"7
1'11"13
8'5"3
9'7"1 4'7"13 18' 5'2"8 10'8"71'8"9
5'
54'10"6 3'
4'3"
12
1'7"123'5
"4
3'3"
12
4'5"
12
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / A3X 54'10"6 7/4 Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Special loads------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 61 plf at 0.00 to 200 plf at 9.59 TC- From 200 plf at 9.59 to 267 plf at 14.24 TC- From 267 plf at 14.24 to 397 plf at 23.24 TC- From 397 plf at 23.24 to 276 plf at 32.24 TC- From 276 plf at 32.24 to 205 plf at 37.45 TC- From 205 plf at 37.45 to 61 plf at 48.15 TC- From 76 plf at 48.15 to 61 plf at 48.15 TC- From 76 plf at 48.15 to 76 plf at 49.86 TC- From 75 plf at 49.86 to 75 plf at 57.86 BC- From 10 plf at 0.00 to 10 plf at 13.99 BC- From 10 plf at 13.99 to 10 plf at 27.98 BC- From 10 plf at 27.98 to 10 plf at 41.97 BC- From 10 plf at 41.97 to 10 plf at 46.86 BC- From 20 plf at 46.86 to 20 plf at 54.86 BC- From 4 plf at 54.86 to 4 plf at 57.86 BC- 247.31 lb Conc. Load at 0.80, 2.80, 4.80, 6.80 BC- 334.61 lb Conc. Load at 8.55, 8.80,10.80,12.8032.80,34.80,36.80,37.91,38.80,40.80,42.80,44.80 BC- 361.51 lb Conc. Load at 14.80,16.80,18.80,20.8022.80,23.24,24.80,26.80,28.80,30.80 BC- 1182.71 lb Conc. Load at 46.86
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 0.00 9.59 TC 24 14.24 32.24 TC 24 37.45 48.15 BC 120 0.00 54.86Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
WARNING: Furnish a copy of this DWG to the installation contractor.Special care must be taken during handling, shipping and installationof trusses. See "WARNING" note below.
Truss designed for balanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = A3X 54'10"6 7/4 Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Z - C 1259 - 78Z - D 712 - 8550D - Y 295 - 22D - X 3447 - 261X - E 145 - 1517E - W 1898 - 139W - F 86 - 668F - V 484 - 51
I - T 1605 - 104T - J 4005 - 327J - S 245 - 2172S - K 4430 - 399K - Q 533 - 24Q - L 521 - 55L - P 90 - 1120
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
A3X 54'10"6 7/4 Girder
WEIGHT =1697.6
SEQ - 251991
TYPE GABL
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / B1X 60'6"4 7/4 DPHHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x10 SP 2400f-2.0E Webs 2x4 SPF Stud :W3 2x10 SP 2400f-2.0E::W5, W9, W10, W12, W24 2x4 SPF #1/#2::W6, W14, W16, W18, W20, W22 2x4 SPF 1650f-1.5E: :W13, W15 2x4 SP 2850f-2.3E::W21, W23 2x4 SPF 2100f-1.8E:
Nail Schedule:0.131"x3", min. nailsTop Chord: 1 Row @12.00" o.c.Bot Chord: 3 Rows @ 3.00" o.c. (Each Row)Webs : 1 Row @ 4" o.c.Repeat nailing as each layer is applied. Use equal spacingbetween rows and stagger nails in each row to avoid splitting.4" o.c. spacing of nails perpendicular and parallel tograin required in area over bearings greater than 4"
All plates are H0714 except as noted.
115 mph wind, 17.19 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.
Wind loads and reactions based on MWFRS.End verticals not exposed to wind pressure.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 8.57 13.91 TC 24 22.54 49.63 BC 120 0.00 60.52Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.
WARNING: Furnish a copy of this DWG to the installation contractor.Failure to follow provisions of BCSI in handling and installation oftrusses can result in serious injuries. Do not permit inexperienced anduninstructed people to install trusses. See "WARNING" note below.BCSI recommends retaining a registered professional engineer forthe design of temporary bracing.
* WARNING* A reaction exceeds 20000 lbs.
Truss designed for balanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = B1X 60'6"4 7/4 DPHHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
AK 695 / - / - / - / - / 5.5AL 27070 / 2396 / - / - / - / 8.0AC 31393 / 2078 / - / - / - / 10.0Z 19684 / 856 / - / - / - / 5.5T 8339 / 451 / - / - / - / -Wind reactions based on MWFRSAK Min Brg Width Req = 1.5AL Min Brg Width Req = 7.5AC Min Brg Width Req = 8.7Z Min Brg Width Req = 5.1T Min Brg Width Req = -Bearings AL, AC, & Z are a rigid surface.Bearing AK Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 39 - 10B - C 478 - 97C - D 1754 - 214D - E 144 - 2782E - F 238 - 3480F - H 25 - 34G - I 59 - 768I - J 4134 - 289
Chords Tens. Comp.
J - K 3040 - 212K - L 3136 - 193L - M 3136 - 193M - N 3136 - 193N - P 29 - 1328O - Q 26 - 49Q - R 106 - 2029R - S 82 - 1493
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
AK-AJ 2 - 8AJ-AI 128 - 881AI-AH 182 - 1435AH-AG 2911 - 157AG-AF 2911 - 157AF-AE 3912 - 294AE-AD 3878 - 291
Chords Tens. Comp.
AB-AA 281 - 4027AA- Z 210 - 3055Z - Y 1117 - 19Y - X 3137 - 135X - W 3137 - 135W - V 3156 - 136V - U 1297 - 69
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
B1X 60'6"4 7/4 DPHHIP Girder
WEIGHT =1834.6
SEQ - 252186
TYPE HHIP
3 Complete Trusses Required
DT -1"12
12'
LEFT RAKE = 4'11" RIGHT RAKE = 3'1"15
A
B
C D E
F
G
H
I J K L M N
O
P
Q
R
S
TUVWXYZAAABACADAEAFAGAHAIAJAK AL
412
712
3X4
2X6 H0912
H0912
5X8
10X10
8X10
7X8(SRS)
10X10
5X10
8X10
H0514
2X4
8X10(R)
H0912(R)
6X8
5X5
6X12(R)
4X65X7
1.5X4
6X16
8X8
6X12(R)
2X4
8X8
4X14
5X6
5X8
3X5
5X6
5X6(R)
3X8
8'2"4 23'1"8 6'4"8 22'10"
13'11"6
5'4"2
9'6"12
26'11"
12'2"3
8'6"13 5'4"2 8'3"25"8
26'11"5"8
10'6"4
60'6"44'8"
2'2"7 3'7"
2
5'0"
11
9'8"
12Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / B1X 60'6"4 7/4 DPHHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x6 SPF 1650f-1.5EBot chord 2x10 SP 2400f-2.0E Webs 2x4 SPF Stud :W3 2x10 SP 2400f-2.0E::W5, W9, W10, W12, W24 2x4 SPF #1/#2::W6, W14, W16, W18, W20, W22 2x4 SPF 1650f-1.5E: :W13, W15 2x4 SP 2850f-2.3E::W21, W23 2x4 SPF 2100f-1.8E:
Nail Schedule:0.131"x3", min. nailsTop Chord: 1 Row @12.00" o.c.Bot Chord: 3 Rows @ 3.00" o.c. (Each Row)Webs : 1 Row @ 4" o.c.Repeat nailing as each layer is applied. Use equal spacingbetween rows and stagger nails in each row to avoid splitting.4" o.c. spacing of nails perpendicular and parallel tograin required in area over bearings greater than 4"
All plates are H0714 except as noted.
115 mph wind, 17.19 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.
Wind loads and reactions based on MWFRS.End verticals not exposed to wind pressure.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 8.57 13.91 TC 24 22.54 49.63 BC 120 0.00 60.52Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.
WARNING: Furnish a copy of this DWG to the installation contractor.Failure to follow provisions of BCSI in handling and installation oftrusses can result in serious injuries. Do not permit inexperienced anduninstructed people to install trusses. See "WARNING" note below.BCSI recommends retaining a registered professional engineer forthe design of temporary bracing.
* WARNING* A reaction exceeds 20000 lbs.
Truss designed for balanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = B1X 60'6"4 7/4 DPHHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
AK 695 / - / - / - / - / 5.5AL 27070 / 2396 / - / - / - / 8.0AC 31393 / 2078 / - / - / - / 10.0Z 19684 / 856 / - / - / - / 5.5T 8339 / 451 / - / - / - / -Wind reactions based on MWFRSAK Min Brg Width Req = 1.5AL Min Brg Width Req = 7.5AC Min Brg Width Req = 8.7Z Min Brg Width Req = 5.1T Min Brg Width Req = -Bearings AL, AC, & Z are a rigid surface.Bearing AK Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 39 - 10B - C 478 - 97C - D 1754 - 214D - E 144 - 2782E - F 238 - 3480F - H 25 - 34G - I 59 - 768I - J 4134 - 289
Chords Tens. Comp.
J - K 3040 - 212K - L 3136 - 193L - M 3136 - 193M - N 3136 - 193N - P 29 - 1328O - Q 26 - 49Q - R 106 - 2029R - S 82 - 1493
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
AK-AJ 2 - 8AJ-AI 128 - 881AI-AH 182 - 1435AH-AG 2911 - 157AG-AF 2911 - 157AF-AE 3912 - 294AE-AD 3878 - 291
Chords Tens. Comp.
AB-AA 281 - 4027AA- Z 210 - 3055Z - Y 1117 - 19Y - X 3137 - 135X - W 3137 - 135W - V 3156 - 136V - U 1297 - 69
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
B1X 60'6"4 7/4 DPHHIP Girder
WEIGHT =1834.6
SEQ - 252186
TYPE HHIP
3 Complete Trusses Required
DT -1"12
12'
LEFT RAKE = 4'11" RIGHT RAKE = 3'1"15
A
B
C D E
F
G
H
I J K L M N
O
P
Q
R
S
TUVWXYZAAABACADAEAFAGAHAIAJAK AL
412
712
3X4
2X6 H0912
H0912
5X8
10X10
8X10
7X8(SRS)
10X10
5X10
8X10
H0514
2X4
8X10(R)
H0912(R)
6X8
5X5
6X12(R)
4X65X7
1.5X4
6X16
8X8
6X12(R)
2X4
8X8
4X14
5X6
5X8
3X5
5X6
5X6(R)
3X8
8'2"4 23'1"8 6'4"8 22'10"
13'11"6
5'4"2
9'6"12
26'11"
12'2"3
8'6"13 5'4"2 8'3"25"8
26'11"5"8
10'6"4
60'6"44'8"
2'2"7 3'7"
2
5'0"
11
9'8"
12
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / B1X 60'6"4 7/4 DPHHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Special loads------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 75 plf at -4.67 to 75 plf at 6.53 TC- From 37 plf at 6.53 to 37 plf at 8.57 TC- From 37 plf at 8.57 to 37 plf at 14.16 TC- From 38 plf at 14.16 to 38 plf at 22.63 TC- From 37 plf at 22.63 to 37 plf at 49.54 TC- From 76 plf at 49.54 to 76 plf at 60.52 BC- From 4 plf at -4.67 to 4 plf at 0.00 BC- From 20 plf at 0.00 to 20 plf at 6.53 BC- From 10 plf at 6.53 to 10 plf at 15.99 BC- From 10 plf at 15.99 to 10 plf at 31.98 BC- From 10 plf at 31.98 to 10 plf at 47.97 BC- From 10 plf at 47.97 to 10 plf at 60.52PLB- 12202.75 lb Conc. Load at ( 6.53,12.04)PLB- 2641.33 lb Conc. Load at (10.33,12.04), (12.33,12.04), (14.33,12.04)(16.33,12.04), (18.33,12.04), (20.33,12.04), (22.33,12.04), (24.33,12.04)(26.33,12.04), (28.33,12.04), (30.33,12.04), (32.33,12.04), (34.33,12.04)(36.33,12.04)PLB- 2460.90 lb Conc. Load at (22.49,12.04)PLB- 444.97 lb Conc. Load at (26.67,12.04)PLB- 322.51 lb Conc. Load at (27.77,12.04), (28.77,12.04), (29.77,12.04)(30.77,12.04), (40.77,12.04), (41.77,12.04), (42.77,12.04), (43.77,12.04)(44.77,12.04), (45.77,12.04), (46.77,12.04), (47.77,12.04), (48.47,12.04)PLB- 2138.91 lb Conc. Load at (31.77,12.04), (33.00,12.04), (35.77,12.04)(36.77,12.04)PLB- 203.45 lb Conc. Load at (37.67,12.04), (39.77,12.04)PLB- 1346.62 lb Conc. Load at (38.33,12.04), (40.33,12.04), (42.33,12.04)(44.33,12.04), (46.33,12.04), (48.33,12.04), (50.33,12.04), (52.33,12.04)(54.33,12.04), (56.33,12.04), (58.33,12.04), (60.33,12.04)PLB- 758.79 lb Conc. Load at (49.58,12.04)
Drifting snow load has been considered for onlyin plane loading as follows:Location Lu1 Lu2 Height Pd W 22.63 20.00 26.92 4.67 56.51 6.09 49.54 20.00 26.92 4.67 56.51 6.09Where: Lu1 = leeward distance, Lu2 = windward distancePd = max applied load, W = length of applied load.
The maximum concentrated load is 12203#
PLT TYP. WAVEDESC = B1X 60'6"4 7/4 DPHHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 3 QTY= 1 REV. 16.02.01A.0117.19
AD-AC 437 - 38AC-AB 281 - 4027
U - T 4 0
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
B -AK 23 - 213B -AJ 89 - 446AJ- C 2480 - 223C -AI 223 - 2324AI- D 348 - 3897D -AH 5195 - 431AH- E 188 - 1989E -AF 409 - 75AF- F 2910 - 185AF- G 119 - 1232F - G 222 - 3274G -AE 2653 - 218G - H 12 - 49G -AD 335 - 4483AD- I 5040 - 347I -AC 484 - 6801AC- J 123 - 1643
Webs Tens. Comp.
J -AA 1792 - 124AA- K 264 - 85K - Z 67 - 174M - Z 20 - 162Z - N 266 - 5306N - Y 3205 - 141Y - P 133 - 2260O - P 13 - 48P - W 1676 - 58P - Q 97 - 1902P - V 61 - 1851Q - V 1595 - 55V - R 796 - 35R - U 56 - 928U - S 1934 - 102S - T 126 - 2270
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
B1X 60'6"4 7/4 DPHHIP Girder
WEIGHT =1834.6
SEQ - 252186
TYPE HHIP
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / B2 24'3"8 7/4 DPHHIP This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x4 SPF #1/#2 :T1 2x4 SPF 2100f-1.8E:Bot chord 2x4 SPF #1/#2 Webs 2x4 SPF Stud :W10 2x4 SPF #3::Rt Bearing Leg 2x4 SPF Stud:
115 mph wind, 17.19 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.
Wind loads and reactions based on MWFRS with additional C&Cmember design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
(a) scab reinforcement. 80% length of web member. Same size,species & grade or better. Attach with 10d Box or Gun(0.128"x3",min.)nails @ 6" oc.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 8.35 14.50 BC 75 0.00 24.00Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Bottom chord checked for 10.00 psf non-concurrent bottom chordlive load applied per IBC-15 section 1607.
Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.
Top chord overhangs have been checked only for loads asindicated. Overhangs not checked for man load.
Truss designed for unbalanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = B2 24'3"8 7/4 DPHHIP
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
M 1629 / 101 / 629 / - / 271 / 5.5H 1062 / 145 / 471 / - / - / 3.2Wind reactions based on MWFRSM Min Brg Width Req = 2.2H Min Brg Width Req = 3.2Bearings M & H Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 92 0B - C 618 - 278C - D 169 - 1181
Chords Tens. Comp.
D - E 209 - 1097E - F 20 - 985F - G 91 - 189
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
N - M 20 - 20M - L 464 - 365L - K 1354 - 332
Chords Tens. Comp.
K - J 1354 - 332J - I 767 - 166
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
B - N 26 - 19B - M 449 - 651M - C 305 - 1506C - L 754 - 108L - D 199 - 105L - E 0 - 360
Webs Tens. Comp.
E - J 241 - 897J - F 838 - 67F - I 242 - 1127G - H 1191 - 1239H - I 877 - 161
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
B2 24'3"8 7/4 DPHHIP
WEIGHT =164.6
SEQ - 252008
TYPE SPEC
(a)
DT -1"12
12'
15'3"12
LEFT RAKE = 3'1"15 RIGHT RAKE = 4"1
A
B
C
D E
F
G
H
IJKLMN
412
712
3X4
2X63X5
3X6
3X8
5X6
3X5
4X6(SRS)(R)
3X5
3X5
4X4(R)
2X6
3X4(R)
1'8" 22'7"8
11'11"10
6'1"12
10'9"11
8'4"4 6'1"12 9'4"5"8
24'3"8
3'
24'3"8
3'3"
12
1'7"
12
6'8"
3
4'5"
3
4'3"
7
9'8"
12
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / B2 24'3"8 7/4 DPHHIP This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x4 SPF #1/#2 :T1 2x4 SPF 2100f-1.8E:Bot chord 2x4 SPF #1/#2 Webs 2x4 SPF Stud :W10 2x4 SPF #3::Rt Bearing Leg 2x4 SPF Stud:
115 mph wind, 17.19 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.
Wind loads and reactions based on MWFRS with additional C&Cmember design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
(a) scab reinforcement. 80% length of web member. Same size,species & grade or better. Attach with 10d Box or Gun(0.128"x3",min.)nails @ 6" oc.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 8.35 14.50 BC 75 0.00 24.00Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Bottom chord checked for 10.00 psf non-concurrent bottom chordlive load applied per IBC-15 section 1607.
Deflection meets L/360 live and L/240 total load. Creep increasefactor for dead load is 2.00.
Top chord overhangs have been checked only for loads asindicated. Overhangs not checked for man load.
Truss designed for unbalanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.
PLT TYP. WAVEDESC = B2 24'3"8 7/4 DPHHIP
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
M 1629 / 101 / 629 / - / 271 / 5.5H 1062 / 145 / 471 / - / - / 3.2Wind reactions based on MWFRSM Min Brg Width Req = 2.2H Min Brg Width Req = 3.2Bearings M & H Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 92 0B - C 618 - 278C - D 169 - 1181
Chords Tens. Comp.
D - E 209 - 1097E - F 20 - 985F - G 91 - 189
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
N - M 20 - 20M - L 464 - 365L - K 1354 - 332
Chords Tens. Comp.
K - J 1354 - 332J - I 767 - 166
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
B - N 26 - 19B - M 449 - 651M - C 305 - 1506C - L 754 - 108L - D 199 - 105L - E 0 - 360
Webs Tens. Comp.
E - J 241 - 897J - F 838 - 67F - I 242 - 1127G - H 1191 - 1239H - I 877 - 161
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7, or B10,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformancewith ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineeringresponsibility solely for the design shown.The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
TC LL 30.00 PSF
TC DL 7.00 PSF
BC DL 10.00 PSF
BC LL 0.00 PSF
TOT. LD 47.00 PSF
DUR. FAC 1.15
SPACING 24.0 "
JOB #: 105229DATE - 11/08/19
B2 24'3"8 7/4 DPHHIP
WEIGHT =164.6
SEQ - 252008
TYPE SPEC
(a)
DT -1"12
12'
15'3"12
LEFT RAKE = 3'1"15 RIGHT RAKE = 4"1
A
B
C
D E
F
G
H
IJKLMN
412
712
3X4
2X63X5
3X6
3X8
5X6
3X5
4X6(SRS)(R)
3X5
3X5
4X4(R)
2X6
3X4(R)
1'8" 22'7"8
11'11"10
6'1"12
10'9"11
8'4"4 6'1"12 9'4"5"8
24'3"8
3'
24'3"8
3'3"
12
1'7"
12
6'8"
3
4'5"
3
4'3"
7
9'8"
12
-
Job:(105229) / -STANDALE LUMBER /1616 GALBRAITH AVE SE / B3X 24'3"8 7/4 DPHHIP Girder This dwg. prepared by the ITW job designer program from truss mfr's layout.Top chord 2x4 SPF #1/#2 :T1 2x4 SPF 2100f-1.8E:Bot chord 2x6 SP 2400f-2.0E :B2 2x4 SPF 1650f-1.5E: Webs 2x4 SPF Stud :W11 2x4 SPF #3::Rt Bearing Leg 2x4 SPF Stud:
Special loads------(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 75 plf at -3.00 to 75 plf at 4.85 TC- From 37 plf at 4.85 to 37 plf at 7.70 TC- From 75 plf at 7.70 to 75 plf at 12.56 TC- From 76 plf at 12.56 to 76 plf at 23.83 TC- From 74 plf at 23.83 to 74 plf at 24.29 BC- From 4 plf at -3.00 to 4 plf at 0.00 BC- From 20 plf at 0.00 to 20 plf at 4.93 BC- From 10 plf at 4.93 to 10 plf at 7.70 BC- From 20 plf at 7.70 to 20 plf at 10.00 BC- From 20 plf at 10.00 to 20 plf at 24.00 BC- 410.77 lb Conc. Load at 4.93 BC- 232.95 lb Conc. Load at 6.98 BC- 931.93 lb Conc. Load at 7.70
(**) 1 plate(s) require special positioning. Refer to scaled plate plotdetails for special positioning requirements.
115 mph wind, 17.19 ft mean hgt, ASCE 7-10, CLOSED bldg,Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=4.2 psf,wind BC DL=6.0 psf.Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind
(a) scab reinforcement. 80% length of web member. Same size,species & grade or better. Attach with 10d Box or Gun(0.128"x3",min.)nails @ 6" oc.
In lieu of structural panels or rigid ceiling use purlinsto laterally brace chords as follows: CHORD SPACING(IN OC) START(FT) END(FT) TC 24 4.85 12.56 BC 75 0.00 24.00Apply purlins to any chords above or below fillersat 24" OC unless shown otherwise above.
Bottom chord checked for 10.00 psf non-concurrent bottom chordlive load applied per IBC-15 section 1607.
PLT TYP. WAVEDESC = B3X 24'3"8 7/4 DPHHIP Girder
DESIGN CRIT=IBC 2015 /TPI-2014 FT/RT=3%(0%)/0(0) PLY= 1 QTY= 1 REV. 16.02.01A.0117.19
Maximum Reactions (lbs)Loc R / U / Rw / Rh / RL / W
N 2634 / 257 / - / - / - / 5.5H 1360 / 117 / - / - / - / 3.2Wind reactions based on MWFRSN Min Brg Width Req = 2.5H Min Brg Width Req = 3.2Bearings N & H Fcperp = 565psi.
Maximum Top Chord Forces Per Ply (lbs)Chords Tens.Comp.
A - B 75 - 20B - C 447 - 133C - D 178 - 3634
Chords Tens. Comp.
D - E 177 - 3632E - F 120 - 1384F - G 60 - 155
Maximum Bot Chord Forces Per Ply (lbs)Chords Tens.Comp.
O - N 8 - 21N - M 2120 - 91M - L 2080 - 88
Chords Tens. Comp.
L - K 3415 - 257K - J 3415 - 258J - I 1068 - 80
Maximum Web Forces Per Ply (lbs)Webs Tens.Comp.
B - O 23 - 123B - N 137 - 461N - C 288 - 3147M - C 780 - 59C - L 1979 - 110D - L 76 - 298
Webs Tens. Comp.
L - E 491 - 321E - J 199 - 2579J - F 1291 0F - I 117 - 1577G - H 1368 - 1196H - I 1220 - 68
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSTrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and