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"...

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

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FRAM

E W

ALL

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AE3

-11

FRAM

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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

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MUS26

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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

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B2

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B11

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C1X

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C3

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C3

C4

C5

C5

C5

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C6

C6

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C7

C7

C7

C7

C8

C8

C8

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C9

C9

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C9

C10

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C10

C10

C11

C11

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B4

B13 B14

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E2

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E3

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E8X

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E10

E11

E12

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E16E13X

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V1

V2

V3

V4

V5

V6

V7

V8

V9

V10 V

11

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DD

D1

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D2XD2X

D3XD3X

D4X

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D6X

X XXX XX XX

X1X1

X1X2

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X1X1

X1X1

X1X1

X1X1

X1X1

X1X1

X1X1

X1X1

X2X3

X1 X1 X1X1 X1X1 X1 X1

X1 X1 X1X1X1 X1X1X1 X1X1 X1X1 X1X1X1 X1X1X1X1X1X10

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X1X1

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X5 X5

X1X1 X1X1 X1X1

X1X1

X1X4

X1X1

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X1X1 X1 X1X1X1X2

X1

X1X1

X1X4

X4

X4

X7

X8

X9X9 X9X9

PAGE NO:

1 OF 1

JOB NO:

105229

Lot

: WAT

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ARK

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DG

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D

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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:


member design.

Left end vertical not exposed to wind pressure.(a) Continuous lateral restraint equally spaced on member.


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.




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.


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


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


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



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.



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



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



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.


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


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



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'


All plates are 6X8 except as noted.


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#




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.


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


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



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


WEIGHT =1421.7

SEQ - 252204

TYPE GABL


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.




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



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


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:


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



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.


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


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


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



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:


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.



Calculated vertical deflection is 0.83" due to live load and 0.98" dueto dead load at X = 23-2-14.






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.


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


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


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



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.



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



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'


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



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.


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


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


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



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


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'


All plates are SS1012 except as noted.



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.




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.


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



Chords Tens. Comp.

U - T 20369 - 1736T - S 10996 - 915S - R 7169 - 564R - Q 7169 - 564Q - P 6914 - 533P - N 6881 - 531


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



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


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.


Truss designed for balanced snow load based on Pg=35.00 psf,Ct=1.10, Ce=1.00, CAT II & Pf=26.95 psf.



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



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.


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.


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.


PLT TYP. WAVEDESC = B1X 60'6"4 7/4 DPHHIP Girder



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.


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


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.




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


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.


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.


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.





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.


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


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.




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


WEIGHT =1834.6

SEQ - 252186

TYPE HHIP


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#



AD-AC 437 - 38AC-AB 281 - 4027

U - T 4 0


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



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


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:


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.




Top chord overhangs have been checked only for loads asindicated. Overhangs not checked for man load.


PLT TYP. WAVEDESC = B2 24'3"8 7/4 DPHHIP



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.


A - B 92 0B - C 618 - 278C - D 169 - 1181

Chords Tens. Comp.

D - E 209 - 1097E - F 20 - 985F - G 91 - 189


N - M 20 - 20M - L 464 - 365L - K 1354 - 332

Chords Tens. Comp.

K - J 1354 - 332J - I 767 - 166


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



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:


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





Top chord overhangs have been checked only for loads asindicated. Overhangs not checked for man load.


PLT TYP. WAVEDESC = B2 24'3"8 7/4 DPHHIP



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.


A - B 92 0B - C 618 - 278C - D 169 - 1181

Chords Tens. Comp.

D - E 209 - 1097E - F 20 - 985F - G 91 - 189


N - M 20 - 20M - L 464 - 365L - K 1354 - 332

Chords Tens. Comp.

K - J 1354 - 332J - I 767 - 166


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



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



Right end vertical not exposed to wind pressure. Left cantilever is exposed to wind







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.


A - B 75 - 20B - C 447 - 133C - D 178 - 3634

Chords Tens. Comp.

D - E 177 - 3632E - F 120 - 1384F - G 60 - 155


O - N 8 - 21N - M 2120 - 91M - L 2080 - 88

Chords Tens. Comp.

L - K 3415 - 257K - J 3415 - 258J - I 1068 - 80


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

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"...

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