the ansley elev a 16033376 a1 roof truss 5...

Job

16033376

Truss

A1

Truss Type

ROOF TRUSS

Qty

5

Ply

1THE ANSLEY ELEV A

Job Reference (optional)7.640 s Feb 22 2016 MiTek Industries, Inc. Wed Apr 13 16:08:45 2016 UFP Mid Atlantic LLC, Burlington, NC

ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-iD1Rb0d_5_bFxnirQ02EJJMOCHrn_Cqg?RjKnPzR5Qm

Scale = 1:88.8

T2

T3

T2

B1B4

B3B4

B5

W1W3

W10

W11

W12 W1

HW1HW2

W5

W2

W8

W9

W7

T1

T4

T5

B3

W6

W4

A

B

C D E

F

G

H

IJ

T S R

QP

O NM L K

W

X

AF AG AHAI AJ

5x8

7x6 7x8

5x6

7x8 5x6 5x10

3x4

5x4 5x8

3x4

5x6

5x8 5x4

5x4

5x4

7x8

5x8

8-0-0

6-4

-4

7-5-87-5-8

13-1-65-7-14

13-7-80-6-3

21-1-67-5-13

30-8-89-7-3

32-4-41-7-12

36-6-84-2-4

43-6-06-11-8

7-5-87-5-8

13-1-65-7-14

21-1-68-0-0

30-10-119-9-5

32-4-41-5-10

36-6-84-2-4

43-6-06-11-8

44-4-80-10-8

0-7

-4

10

-3-5

10

-5-4

0-1

1-1

2

1-9

-0

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [B:0-4-0,0-3-0], [D:0-4-0,0-4-8], [E:0-5-12,Edge], [G:0-3-0,0-3-0], [I:0-6-14,0-0-8], [N:0-4-0,0-2-12], [P:0-2-0,0-2-8], [Q:0-4-0,0-3-4], [W:0-2-8,0-2-8]

LOADING (psf)TCLLTCDLBCLLBCDL

20.010.00.0 *

10.0

SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode

2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix-M)

0.720.750.98

DEFL.Vert(LL)Vert(TL)Horz(TL)Attic

in-0.19-0.360.19

-0.04

(loc)N-PN-P

LP-Q

l/defl>999>999

n/a2542

L/d240180n/a360

PLATESMT20

Weight: 344 lb FT = 4%

GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2 *Except*

T3,T4: 2x6 SP No.2BOT CHORD 2x4 SP No.2 *Except*

B4: 2x4 SP No.3, B3: 2x6 SP No.2WEBS 2x4 SP No.3WEDGELeft: 2x4 SP No.2SLIDER Right 2x6 SP No.2 1-11-12

BRACING-TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except

2-0-0 oc purlins (5-2-3 max.): C-E.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:

6-6-1 oc bracing: A-T.WEBS 1 Row at midpt E-N, E-P, D-W

2 Rows at 1/3 pts F-LJOINTS 1 Brace at Jt(s): X

REACTIONS. (lb/size) A=1566/Mechanical, I=427/0-3-8, L=2473/0-3-8Max HorzA=-478(LC 3)Max UpliftA=-544(LC 5), I=-546(LC 6), L=-575(LC 4)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-2180/742, B-C=-1974/901, C-D=-1447/795, D-E=-1480/709, E-F=-176/745, F-G=-135/680, G-H=-202/619, H-I=-319/0, I-J=0/31BOT CHORD A-AF=-753/1643, T-AF=-753/1643, S-T=-11/19, R-S=0/0, P-Q=-645/1483, O-P=-77/118, O-AG=-77/118, AG-AH=-77/118, N-AH=-77/118,

M-AI=0/0, L-AI=0/0, K-L=-238/162, K-AJ=-238/163, I-AJ=-238/163WEBS B-T=-116/225, B-Q=-534/407, E-N=-1723/944, L-N=-1965/750, F-N=-134/96, G-L=-520/410, G-K=0/255, Q-S=0/110, Q-W=-316/741,

C-W=-325/813, Q-T=-773/1667, P-X=-717/681, D-X=-677/708, E-P=-772/1858, W-X=-56/37, D-W=-502/1380, B-W=-445/1455

NOTES-1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 130mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed

; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) All plates are 2x5 MT20 unless otherwise indicated.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.7) Ceiling dead load (5.0 psf) on member(s). W-X8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. P-Q9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint A, 546 lb uplift at joint I and 575 lb uplift at joint

L.10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.

LOAD CASE(S) Standard

Reviewed For Code Compliance

Job

16033376

Truss

A2

Truss Type

ROOF TRUSS

Qty

2

Ply

1THE ANSLEY ELEV A

Job Reference (optional)7.640 s Feb 22 2016 MiTek Industries, Inc. Wed Apr 13 16:08:46 2016 Page 1 UFP Mid Atlantic LLC, Burlington, NC

ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-AQbppMddsIj6YxG2_jZTsXvb_h88jihqD5SuJrzR5Ql

Scale = 1:87.3

T1

T2

T4

B1

W1

W2

W6

W8HW1

HW1

W5

W7

B2

W4

T3

T5

B1B3

W3

AB

C

D E F

G

H

IJ

QN

ML K

P O

R

S

AB AC AD AE AF AG

5x10

3x4

7x6 7x8

5x6

5x4

2x5

5x4

7x8

7x6

5x6

7x6

3x4

2x5

2x5

5x4

2x5

5x6

8-0-0

6-4

-41

-9-0

12-7-612-7-6

20-7-68-0-0

31-10-411-2-15

43-0-011-1-12

7-7-47-7-4

12-7-65-0-2

20-7-68-0-0

30-4-119-9-5

35-10-125-6-1

43-0-07-1-4

43-10-80-10-8

0-1

1-1

2

10

-3-5

10

-5-4

0-1

1-1

2

1-9

-0

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [A:0-5-0,0-0-5], [E:0-4-0,0-4-8], [G:0-3-0,0-3-0], [I:0-0-0,0-4-10], [K:0-3-0,0-4-4]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.590.870.81


in-0.22-0.430.07

-0.15

(loc)Q-VQ-V

IO-P

l/defl>999>893

n/a664

L/d240180n/a360

PLATESMT20


GRIP244/190


T2,T3: 2x6 SP No.2BOT CHORD 2x6 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x6 SP No.2 1-11-12, Right 2x6 SP No.2 1-11-12


2-0-0 oc purlins (4-9-8 max.): D-F.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:

8-9-13 oc bracing: A-Q.WEBS 1 Row at midpt F-M, F-K, E-RJOINTS 1 Brace at Jt(s): S

REACTIONS. (lb/size) A=1779/0-3-8, K=2222/0-3-8, I=683/0-3-8Max HorzA=-476(LC 3)Max UpliftA=-493(LC 5), K=-1408(LC 3), I=-321(LC 5)Max GravA=1779(LC 1), K=2417(LC 11), I=683(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-1099/0, B-C=-2263/653, C-D=-2030/674, D-E=-1479/610, E-F=-1559/623, F-G=-834/487, G-H=-870/440, H-I=-780/0, I-J=0/31BOT CHORD A-AB=-668/1725, AB-AC=-668/1725, Q-AC=-668/1725, N-Q=-499/1545, M-N=-499/1545, M-AD=-30/822, L-AD=-30/822, L-AE=-30/822,

K-AE=-30/822, K-AF=-180/822, AF-AG=-180/822, I-AG=-180/822, O-P=-4/12WEBS C-Q=-277/452, P-Q=-259/530, P-R=-209/778, D-R=-193/851, F-M=-686/1642, G-K=-327/463, M-O=-945/610, O-S=-696/660, E-S=-658/688,

F-K=-1560/1207, R-S=-99/64, E-R=-150/126


; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.6) Ceiling dead load (5.0 psf) on member(s). R-S7) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. O-P8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint A, 1408 lb uplift at joint K and 321 lb uplift at

joint I.9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.



Job

16033376

Truss

A3

Truss Type

Piggyback Base

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-2BqJejh7wWDX1YapDZeP0N3GnIV2fUUP8jQ5SczR5Qh

Scale = 1:76.8

T1

T2

T3

B1

W1

W2

W3

W4

W5

W5 W4

W6

W7HW1 W8

B1B2

AB

C

D E F

G

O NM L K J I H

T U V W

8x8

3x4

7x8 5x8

5x6

3x6

3x5

2x5 3x4

3x4

5x4

5x4 3x4 2x5

3x6

6-0-26-0-2

12-7-66-7-4

16-5-133-10-7

26-6-410-0-8

30-4-113-10-7

39-1-128-9-2

6-0-26-0-2

12-7-66-7-4

21-6-08-10-11

30-4-118-10-11

39-1-128-9-2

0-1

1-1

2

10

-3-5

10

-5-4

3-1

0-7

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [A:0-0-0,0-2-4], [G:0-3-4,0-2-0], [H:0-2-8,0-0-4], [J:0-2-0,0-3-0]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.610.940.89

DEFL.Vert(LL)Vert(TL)Horz(TL)

in-0.35-0.680.03

(loc)J-LJ-L

J

l/defl>908>467

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


T1: 2x4 SP No.2BOT CHORD 2x4 SP No.1 *Except*

B2: 2x4 SP No.2WEBS 2x4 SP No.3SLIDER Left 2x6 SP No.2 1-11-12

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals,

and 2-0-0 oc purlins (6-0-0 max.): D-F.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.WEBS 1 Row at midpt C-N, D-L, E-J, F-J, G-I

REACTIONS. (lb/size) A=999/0-3-8, J=2365/0-3-8, H=192/MechanicalMax HorzA=540(LC 4)Max UpliftA=-420(LC 5), J=-852(LC 4), H=-221(LC 6)Max GravA=1000(LC 9), J=2365(LC 1), H=256(LC 10)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-225/0, B-C=-1238/545, C-D=-918/522, D-E=-547/458, E-F=-162/401, F-G=-147/286, G-H=-171/267BOT CHORD A-O=-710/921, N-O=-710/921, M-N=-525/639, M-T=-525/639, L-T=-525/639, L-U=-386/231, U-V=-386/231, K-V=-386/231, J-K=-386/231,

J-W=-156/172, I-W=-156/172, H-I=-27/51WEBS C-O=0/239, C-N=-355/431, D-N=-222/321, D-L=-271/229, E-L=-129/698, E-J=-1393/890, F-J=-818/314, F-I=0/275, G-I=-195/161



chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint A, 852 lb uplift at joint J and 221 lb uplift at joint

H.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A4

Truss Type

Piggyback Base

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-_ay43PiNR8TFGskBL_gt5o8ZU6EQ7Maic1vCXVzR5Qf

Scale = 1:86.3

T1

T2

T4

B1B4

B3W1

W2W3

W4

W5 W5

W6

W7

W8

HW1W9

W4

T3

B2

A

B

C

D E F G H

I

S RQ

P O N

M LK J

X Y Z

8x8

3x4

5x6 3x6

5x6

3x6 2x5

3x4 5x8

3x4

3x5

2x5 3x4

3x4

3x4

5x4

2x5 5x8

3x4

6-0-26-0-2

12-7-66-7-4

19-5-156-10-9

26-6-47-0-5

28-2-01-7-12

30-4-112-2-11

39-1-128-9-2

6-0-26-0-2

12-7-66-7-4

19-5-156-10-9

26-6-47-0-5

30-4-113-10-7

39-1-128-9-2

0-1

1-1

2

10

-3-5

10

-5-4

2-1

0-7

1-0

-0

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [A:0-0-0,0-2-4], [H:0-4-0,0-1-8], [I:Edge,0-2-0], [O:0-2-0,0-2-12]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.780.690.98


in-0.14-0.360.04

(loc)J-KJ-K

O

l/defl>999>413

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



B4: 2x4 SP No.3WEBS 2x4 SP No.3SLIDER Left 2x6 SP No.2 1-11-12


and 2-0-0 oc purlins (6-0-0 max.): D-H.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt C-R, D-P, G-O, H-M, I-K, E-O

REACTIONS. (lb/size) A=1096/0-3-8, J=364/Mechanical, O=2090/0-3-8Max HorzA=514(LC 4)Max UpliftA=-435(LC 5), J=-275(LC 6), O=-902(LC 4)Max GravA=1096(LC 9), J=394(LC 10), O=2090(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-239/0, B-C=-1371/570, C-D=-1085/543, D-E=-585/466, E-F=-140/347, F-G=-140/347, G-H=-140/345, H-I=-248/255, I-J=-313/318BOT CHORD A-S=-666/1025, R-S=-666/1025, Q-R=-474/770, Q-X=-474/770, P-X=-474/770, P-Y=-365/584, O-Y=-365/584, N-O=-137/132, L-N=-107/19,

L-M=-21/179, L-Z=-17/122, K-Z=-17/122, J-K=-36/86WEBS C-S=0/210, C-R=-317/439, D-R=-192/469, D-P=-329/194, E-P=-69/602, M-O=-780/420, G-M=-351/394, H-M=-526/104, H-K=0/272,

I-K=-62/154, E-O=-1297/679



chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint A, 275 lb uplift at joint J and 902 lb uplift at joint

O.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A5

Truss Type

Hip

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-TmWSHlj0CRb6u0JOuhB6e?hk6VbBst1sqhfl3xzR5Qe

Scale = 1:81.2

T1

T2

T4

B1B5

B4W2

W3

W4

W5

B3

W6

W7

W8W1 W9

W4

T3

B2

A

B C D E F

G

P ON

M L K

JI H

R S T

5x4

5x6 3x6

5x5

2x5 3x6 2x3

2x3 3x4

3x4

3x4

3x4

3x4 2x5 5x6

3x4

5x4

8-3-58-3-5

15-1-156-10-9

22-2-47-0-5

23-10-01-7-12

26-0-112-2-11

34-9-128-9-2

8-3-58-3-5

15-1-156-10-9

22-2-47-0-5

26-0-113-10-7

34-9-128-9-2

4-2

-12

10

-3-5

10

-5-4

2-1

0-7

1-0

-0

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [A:0-1-0,0-1-12], [B:0-3-0,0-1-8], [F:0-3-0,0-1-8], [G:Edge,0-2-0], [L:0-1-8,0-2-12], [P:0-2-8,0-1-0]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.790.590.71


in-0.14-0.340.03

(loc)H-IH-I

H

l/defl>999>440

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


T2,T3: 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*

B5,B3: 2x4 SP No.3WEBS 2x4 SP No.3


and 2-0-0 oc purlins (6-0-0 max.): B-F.BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. Except:

1 Row at midpt E-J5-10-0 oc bracing: J-L

WEBS 1 Row at midpt B-M, F-J, C-LREACTIONS. (lb/size) P=1027/0-3-8, H=548/Mechanical, L=1650/0-3-8

Max HorzP=-533(LC 3)Max UpliftP=-352(LC 5), H=-305(LC 6), L=-825(LC 4)Max GravP=1027(LC 9), H=550(LC 10), L=1650(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-892/357, B-C=-606/450, C-D=-123/384, D-E=-123/384, E-F=-125/378, F-G=-438/292, A-P=-963/393, G-H=-472/349BOT CHORD O-P=-472/493, O-R=-431/601, N-R=-431/601, M-N=-431/601, M-S=-348/606, L-S=-348/606, K-L=0/0, J-T=0/223, I-T=0/223, H-I=-35/83,

J-L=-737/400, E-J=-348/394WEBS A-O=-331/629, B-O=0/247, B-M=-325/145, C-M=-34/343, F-J=-409/97, F-I=0/284, G-I=0/148, C-L=-941/621



chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint P, 305 lb uplift at joint H and 825 lb uplift at

joint L.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A6

Truss Type

Hip

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-P9dChRkGk3sq7KSm06EajQm3DJF?KkW9I?8s8qzR5Qc

Scale = 1:74.8

T1

T2

T3

B1B5

B4

W3

B3

W6

W7

W1

W2

W9

W8

W5

W4

T2

B2

W4

A

B C D E F

G

O N M L K

JI H

Q R S

5x4

5x6 3x6

5x4

2x5 2x3 2x3 3x5

2x5

3x4

2x5 5x6

3x4

5x6

3x4

7x6

6-0-116-0-11

14-0-97-11-15

22-2-48-1-11

23-10-01-7-12

28-3-54-5-5

34-9-126-6-7

6-0-116-0-11

14-0-97-11-15

22-2-48-1-11

28-3-56-1-1

34-9-126-6-7

4-2

-12

8-7

-5

8-9

-4

2-1

0-7

1-0

-0

8-7

-5

9.00 12

Plate Offsets (X,Y)-- [A:0-1-4,0-2-0], [G:0-1-0,0-1-12], [M:0-3-0,0-3-0]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.880.760.90


in-0.11-0.230.02

(loc)L-ML-M

L

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2 *Except*




5-2-0 oc bracing: J-LWEBS 1 Row at midpt B-N, F-J, C-L

REACTIONS. (lb/size) O=1035/0-3-8, H=536/Mechanical, L=1693/0-3-8Max HorzO=-457(LC 3)Max UpliftO=-318(LC 5), H=-251(LC 6), L=-922(LC 4)Max GravO=1036(LC 9), H=538(LC 10), L=1693(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-839/327, B-C=-756/428, C-D=-130/293, D-E=-130/293, E-F=-131/286, F-G=-457/257, A-O=-1005/344, G-H=-490/279BOT CHORD N-O=-389/408, N-Q=-452/599, M-Q=-452/599, M-R=-439/753, L-R=-439/753, K-L=0/0, J-S=-28/274, I-S=-28/274, H-I=-17/50, J-L=-813/519, E-J=-453/491WEBS B-N=-121/289, F-J=-378/94, F-I=0/212, A-N=-344/703, G-I=-10/247, C-M=0/352, C-L=-1022/655, B-M=-350/277



chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint O, 251 lb uplift at joint H and 922 lb uplift at




Job

16033376

Truss

A7

Truss Type

Hip

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-tLBbvnluVM_hlT1zaqlpGeJKAjaB3EUIXftQgGzR5Qb

Scale = 1:70.0

T1

T2

T3

B1B5

B4

W3

W4 W4B3

W6

W7

W1

W2

W9

W8W5

T2

B2

A

B C D E F

G

P O NM

L K

JI H

R S T

7x6 5x6

3x4

2x5 3x6

2x3

2x3

3x6

2x5

3x4 3x4

7x6

3x4 2x5 7x6

3x4

3x4

3-10-03-10-0

12-11-49-1-4

22-2-49-3-0

23-10-01-7-12

30-6-06-8-0

34-9-124-3-12

3-10-03-10-0

12-11-49-1-4

22-2-49-3-0

30-6-08-3-12

34-9-124-3-12

4-2

-126-1

1-5

7-1

-4

2-1

0-7

1-0

-0

6-1

1-5

9.00 12

Plate Offsets (X,Y)-- [A:0-1-12,0-1-8], [G:0-1-8,0-1-8], [J:0-3-8,0-1-8]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.480.830.73


in-0.13-0.320.03

(loc)L-NN-O

L

l/defl>999>816

n/a

L/d240180n/a

PLATESMT20


GRIP244/190






4-11-0 oc bracing: J-LWEBS 1 Row at midpt B-N, C-L, F-J

REACTIONS. (lb/size) P=1031/0-3-8, H=533/Mechanical, L=1635/0-3-8Max HorzP=-376(LC 3)Max UpliftP=-363(LC 4), H=-203(LC 6), L=-980(LC 4)Max GravP=1031(LC 9), H=533(LC 10), L=1635(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-694/330, B-C=-959/535, C-D=-130/215, D-E=-130/215, E-F=-126/213, F-G=-449/215, A-P=-1053/371, G-H=-536/209BOT CHORD O-P=-298/317, O-R=-427/527, N-R=-427/527, M-N=-567/954, M-S=-567/954, L-S=-567/954, K-L=0/0, J-T=-83/309, I-T=-83/309, H-I=-33/40,

J-L=-844/634, E-J=-576/609WEBS B-O=-292/374, B-N=-455/556, C-L=-1118/722, F-J=-322/127, F-I=0/168, A-O=-368/785, G-I=-56/361, C-N=0/385



chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint P, 203 lb uplift at joint H and 980 lb uplift at




Job

16033376

Truss

A8

Truss Type

Roof Special Girder

Qty

1

Ply

2THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-l6R5l8oPZbU7E5LkpfplQUU0ZK49?42uRGrdp1zR5QX

Scale: 3/16"=1'

W1

T1

T3

B1B3

B2

W2 W1 W2 W1 W2 W1W3 W4 W3

W5

T1T2

B1

A B C D E F G H

I

S RQ

P O N

M LK J

T U V W X Y Z AA AB AC AD AE AF

AG AH AI AJ AK AL AM AN AO AP AQAR AS AT AU AV

3x6

5x4 5x6 5x6

2x5

5x6 2x5

2x5

5x8

3x8

2x5 3x8

2x5 7x6

2x5

2x5 5x4

3x8

5x6

7-5-157-5-15

14-10-17-4-3

22-2-47-4-3

23-10-01-7-12

28-5-24-7-2

34-9-126-4-10

7-5-157-5-15

14-10-17-4-3

22-2-47-4-3

28-5-26-2-14

32-8-114-3-8

34-9-122-1-2

5-5

-4

2-1

0-7

1-0

-0

5-5

-4

9.00 12

Plate Offsets (X,Y)-- [O:0-3-0,0-4-8], [S:0-4-4,0-1-8]


20.010.00.0 *

10.0


2-0-01.151.15NO

IRC2009/TPI2007


0.460.250.63


in0.08

-0.07-0.02

(loc)P-RP-R

O

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


B3: 2x4 SP No.3WEBS 2x4 SP No.3


and 2-0-0 oc purlins (6-0-0 max.): A-H.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:

6-0-0 oc bracing: N-O,L-N.

REACTIONS. (lb/size) S=1434/0-3-8, O=2581/0-3-8, J=644/MechanicalMax HorzS=284(LC 4)Max UpliftS=-1642(LC 3), O=-3000(LC 4), J=-644(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-S=-1293/1588, A-T=-1463/1732, T-U=-1463/1732, U-V=-1463/1732, V-W=-1463/1732, B-W=-1463/1732, B-X=-1463/1732, C-X=-1463/1732,

C-Y=-1463/1732, Y-Z=-1463/1732, D-Z=-1463/1732, D-AA=-352/256, AA-AB=-352/256, AB-AC=-352/256, E-AC=-352/256, E-F=-363/266,F-AD=-363/266, AD-AE=-363/266, G-AE=-363/266, G-AF=-87/221, H-AF=-87/221, H-I=-227/313, I-J=-257/328

BOT CHORD S-AG=-215/209, AG-AH=-215/209, AH-AI=-215/209, AI-AJ=-215/209, R-AJ=-215/209, R-AK=-1583/1303, AK-AL=-1583/1303,Q-AL=-1583/1303, Q-AM=-1583/1303, P-AM=-1583/1303, P-AN=-1583/1303, AN-AO=-1583/1303, AO-AP=-1583/1303, O-AP=-1583/1303,O-AQ=-215/247, N-AQ=-215/247, L-N=-215/145, M-AR=-827/723, L-AR=-827/723, L-AS=-604/508, AS-AT=-604/508, K-AT=-604/508,K-AU=-604/508, AU-AV=-604/508, J-AV=-604/508

WEBS A-R=-2001/1735, B-R=-766/1161, D-R=-282/193, D-P=-62/473, D-O=-1882/2236, M-O=-1119/1528, E-M=-680/1015, G-M=-917/1046,G-K=-38/362, G-J=-499/545

NOTES- (12)1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:

Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.

2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections havebeen provided to distribute only loads noted as (F) or (B), unless otherwise indicated.

3) Wind: ASCE 7-05; 130mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60

4) Provide adequate drainage to prevent water ponding.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1642 lb uplift at joint S, 3000 lb uplift at joint O and 644 lb uplift at

joint J.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 lb down and 212 lb up at 0-8-12, 116 lb down and

210 lb up at 2-8-12, 116 lb down and 210 lb up at 4-8-12, 116 lb down and 210 lb up at 6-8-12, 116 lb down and 210 lb up at 8-8-12, 116 lb down and 210lb up at 10-8-12, 116 lb down and 210 lb up at 12-8-12, 116 lb down and 210 lb up at 14-8-12, 116 lb down and 210 lb up at 16-8-12, 116 lb down and 210lb up at 18-8-12, 116 lb down and 210 lb up at 20-8-12, 116 lb down and 210 lb up at 22-8-12, 116 lb down and 194 lb up at 24-8-12, 116 lb down and 194lb up at 26-8-12, 116 lb down and 194 lb up at 28-8-12, and 116 lb down and 194 lb up at 30-8-12, and 95 lb down and 190 lb up at 32-8-11 on top chord,and 62 lb down and 42 lb up at 0-8-12, 54 lb down and 45 lb up at 2-8-12, 54 lb down and 45 lb up at 4-8-12, 54 lb down and 45 lb up at 6-8-12, 54 lb downand 45 lb up at 8-8-12, 54 lb down and 45 lb up at 10-8-12, 54 lb down and 45 lb up at 12-8-12, 54 lb down and 45 lb up at 14-8-12, 54 lb down and 45 lbup at 16-8-12, 54 lb down and 45 lb up at 18-8-12, 54 lb down and 45 lb up at 20-8-12, 54 lb down and 45 lb up at 22-8-12, 49 lb down and 60 lb up at 24-8-12, 49 lb down and 60 lb up at 26-8-12, 49 lb down and 60 lb up at 28-8-12, and 49 lb down and 60 lb up at 30-8-12, and 49 lb down and 60 lb up at 32-7-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.

Continued on page 2


Job

16033376

Truss

A8

Truss Type

Roof Special Girder

Qty

1

Ply

2THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-l6R5l8oPZbU7E5LkpfplQUU0ZK49?42uRGrdp1zR5QX12) A14,A15 CONNECTION: Right end cuts of top and bottom chords to butt to face of supporting members. Depth of end cut must not extend more than 1" below the face of supporting member. Use three

16d common toenails (two in one face & one in opp. face) top and bottom, installed per NDS, 1-1/8" from end of chord at 30ï¿½ to face.

LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15

Uniform Loads (plf)Vert: A-H=-60, H-I=-60, N-S=-20, J-L=-20

Concentrated Loads (lb)Vert: H=-68(F) D=-70(F) P=-39(F) K=-46(F) G=-68(F) F=-70(F) T=-82(F) U=-70(F) V=-70(F) W=-70(F) X=-70(F) Y=-70(F) Z=-70(F) AA=-70(F) AB=-70(F) AC=-70(F) AD=-68(F) AE=-68(F)AF=-68(F) AG=-44(F) AH=-39(F) AI=-39(F) AJ=-39(F) AK=-39(F) AL=-39(F) AM=-39(F) AN=-39(F) AO=-39(F) AP=-39(F) AQ=-39(F) AS=-46(F) AT=-46(F) AU=-46(F) AV=-46(F)


Job

16033376

Truss

A9

Truss Type

ROOF TRUSS

Qty

2

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-iVYs9qqf5CkrTOV6w4sDVvZHi8dOTvLAvaKktwzR5QV

Scale = 1:89.4

W1

T1

T3

B1B4

B3B4

B5

W2

W1

W4

W3

W7

W7

W8

W9 W10

HW2

W6W1

W5

T2

T4

B3

A B C D E F G

H

I

J

KL

Y X W V

U T

SR

Q

PO N M

AAZ

AF AG AH AI

5x4

3x10 MT18H3x6

5x6

3x4

3x10 7x8

5x6 5x4 3x10

3x4

3x10

5x4 5x8

5x4

5x4

5x4

3x4

5x8

3x4

6-4

-4

8-0-0

1-0

-0

6-6-116-6-11

13-1-66-6-11

13-7-80-6-2

21-1-67-5-14

30-8-89-7-3

32-4-41-7-12

36-6-84-2-4

43-6-06-11-8

6-6-116-6-11

13-1-66-6-11

21-1-68-0-0

26-9-115-8-5

30-10-114-1-0

32-4-41-5-10

36-6-84-2-4

43-6-06-11-8

44-4-80-10-8

10

-3-5

10

-5-4

0-1

1-1

2

1-9

-0

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [I:0-3-0,0-3-0], [K:0-7-6,Edge], [O:0-2-8,0-1-0], [Q:0-2-0,0-0-0], [S:0-2-0,0-2-8], [T:0-7-0,0-0-8], [Y:0-1-12,0-3-0]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.800.780.96


in0.17

-0.290.14

-0.03

(loc)U

Q-SN

S-U

l/defl>999>999

n/a3282

L/d240180n/a360

PLATESMT20MT18H


GRIP244/190244/190


B4: 2x4 SP No.3, B3: 2x6 SP No.2WEBS 2x4 SP No.3 *Except*

W2: 2x4 SP No.2SLIDER Right 2x6 SP No.2 1-11-12


and 2-0-0 oc purlins (3-0-7 max.): A-G.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:

10-0-0 oc bracing: T-UWEBS 1 Row at midpt A-Y, B-U, F-P, H-N, Z-AA

2 Rows at 1/3 pts B-YJOINTS 1 Brace at Jt(s): A, Z, AA

REACTIONS. (lb/size) Y=1660/Mechanical, K=551/0-3-8, N=2231/0-3-8Max HorzY=-661(LC 6)Max UpliftY=-833(LC 4), K=-280(LC 6), N=-599(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-Y=-166/173, A-B=-10/5, B-C=-1560/752, C-D=-1551/746, D-E=-1551/746, E-F=-1555/747, F-G=-36/312, G-H=-124/299, H-I=-118/262,

I-J=-358/231, J-K=-352/0, K-L=0/31BOT CHORD Y-AF=-486/909, X-AF=-486/909, W-X=-140/192, V-W=-162/216, T-V=-243/203, T-U=-623/1458, S-T=-786/1558, R-S=-555/888,

R-AG=-555/888, AG-AH=-555/888, Q-AH=-555/888, P-Q=-420/944, O-Q=-118/14, N-O=-135/269, M-N=-27/284, M-AI=-26/287, K-AI=-26/287WEBS B-Y=-1664/821, B-X=0/231, U-X=-353/803, B-U=-508/1086, F-S=-435/1269, F-P=-1620/778, N-P=-1676/622, H-P=-251/52, I-N=-456/486,

I-M=-19/225, S-AA=-493/464, E-AA=-452/489, U-W=-171/289, U-Z=-487/444, C-Z=-446/469, Z-AA=-5/0


; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x5 MT20 unless otherwise indicated.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.8) Ceiling dead load (5.0 psf) on member(s). Z-AA9) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. T-U, S-T10) Provide metal plate or equivalent at bearing(s) Y to support reaction shown.11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint Y, 280 lb uplift at joint K and 599 lb uplift at

joint N.12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.15) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.



Job

16033376

Truss

A9A

Truss Type

Piggyback Base

Qty

1

Ply

1THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-etgcaWrvcq_YjieV2VuhbKebQxGyxoRTMupryozR5QT

Scale = 1:92.4

W1

T1

T3

B1

W2 W3

W4

W5

W6 W7

W6

W8

W9

W10

W11

HW2

T2

T4

B1B2

A B C D E F

G

H

IJ

S R Q PO

NM L K

X Y Z AA AB AC AD

5x4

5x5 3x6

3x10 MT18H5x4

3x4

3x4

3x4

3x4

3x4

5x8

5x8

3x4

2x5 3x8

3x4

5x6

3x10 MT18H

3-6-83-6-8

12-9-19-2-9

23-2-1410-5-13

30-10-117-7-13

32-4-41-5-10

37-0-94-8-5

43-6-06-5-7

7-11-57-11-5

15-7-17-7-13

23-2-147-7-13

30-10-117-7-13

37-0-96-1-15

43-6-06-5-7

44-4-80-10-8

10

-3-5

10

-5-4

0-1

1-1

2

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [D:0-2-15,0-1-8], [G:0-3-12,0-3-0], [R:0-2-0,0-2-12]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.850.960.98


in-0.34-0.650.05

(loc)O-QO-Q

I

l/defl>999>530

n/a

L/d240180n/a

PLATESMT20MT18H


GRIP244/190244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.1WEBS 2x4 SP No.3 *Except*



and 2-0-0 oc purlins (4-7-5 max.): A-F.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.WEBS 1 Row at midpt A-R, B-R, C-Q, E-M, F-M, G-L

REACTIONS. (lb/size) R=1998/0-3-8, L=1554/0-3-8, I=804/0-3-8Max HorzR=-620(LC 3)Max UpliftR=-1001(LC 3), L=-468(LC 4), I=-432(LC 6)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-S=-97/63, A-B=-209/154, B-C=-1011/552, C-D=-1173/657, D-E=-1173/657, E-F=-455/502, F-G=-678/488, G-H=-663/459, H-I=-258/0,

I-J=0/31BOT CHORD S-X=-143/196, R-X=-143/196, R-Y=-492/553, Y-Z=-492/553, Q-Z=-492/553, Q-AA=-686/1145, P-AA=-686/1145, P-AB=-686/1145,

O-AB=-686/1145, N-O=-587/1173, N-AC=-587/1173, M-AC=-587/1173, L-M=-617/381, K-L=-135/599, K-AD=-135/600, I-AD=-135/600WEBS A-R=-238/269, B-R=-1593/881, B-Q=-380/1055, C-Q=-490/486, C-O=-117/163, E-O=-21/442, E-M=-1203/714, F-M=-39/87, G-M=-717/1394,

G-L=-1787/547, G-K=0/202


; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001 lb uplift at joint R, 468 lb uplift at joint L and 432 lb uplift at

joint I.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A10

Truss Type

Roof Special

Qty

1

Ply

1THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-64E_ossXN76PKsDhbDPw7XBmALbfgHKdbYZOUEzR5QS

Scale = 1:85.7

W1

T1

T3

B1

W2 W3 W4 W5

W6 W7

W6

W8

W9

W10

HW2

T2

T4

B1B2

A B C D E F

G

H

IJ

R Q P ON

ML KW X Y Z AA AB AC AD

5x4

5x5 3x6

5x6

3x10 MT18H5x4

3x4

3x4

3x4

3x4

3x4

3x8 2x5 3x8

3x4

5x6

3x10 MT18H

3-6-83-6-8

12-9-19-2-9

23-2-1410-5-13

30-10-117-7-13

36-8-125-10-1

43-6-06-9-4

7-11-57-11-5

15-7-17-7-13

23-2-147-7-13

30-10-117-7-13

37-0-96-1-15

43-6-06-5-7

44-4-80-10-8

10

-3-5

10

-5-4

0-1

1-1

2

10

-3-5

9.00 12

Plate Offsets (X,Y)-- [D:0-2-15,0-1-8], [G:0-3-0,0-3-0], [Q:0-2-0,0-2-12]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.851.000.88


in-0.34-0.670.05

(loc)N-PN-P

K

l/defl>999>594

n/a

L/d240180n/a

PLATESMT20MT18H


GRIP244/190244/190




and 2-0-0 oc purlins (4-0-10 max.): A-F.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.WEBS 1 Row at midpt A-Q, B-P, C-P, E-L

2 Rows at 1/3 pts B-Q

REACTIONS. (lb/size) Q=2148/0-3-8, K=1699/0-3-8, I=506/0-3-8Max HorzQ=-620(LC 3)Max UpliftQ=-1045(LC 3), K=-525(LC 4), I=-436(LC 6)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-R=-97/63, A-B=-209/154, B-C=-1147/592, C-D=-1466/762, D-E=-1466/762, E-F=-869/617, F-G=-1201/632, G-H=-329/466, H-I=-216/0,

I-J=0/31BOT CHORD R-W=-143/196, Q-W=-143/196, Q-X=-510/617, X-Y=-510/617, P-Y=-510/617, P-Z=-738/1324, O-Z=-738/1324, O-AA=-738/1324,

N-AA=-738/1324, M-N=-671/1466, M-AB=-671/1466, L-AB=-671/1466, K-L=-125/200, K-AC=-140/263, AC-AD=-140/263, I-AD=-140/263WEBS A-Q=-238/269, B-Q=-1756/929, B-P=-430/1222, C-P=-645/532, C-N=-173/234, E-N=0/305, E-L=-1031/653, F-L=-111/299, G-L=-640/973,

G-K=-1482/598



chord and any other members, with BCDL = 10.0psf.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1045 lb uplift at joint Q, 525 lb uplift at joint K and 436 lb uplift at

joint I.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A11

Truss Type

Roof Special

Qty

1

Ply

1THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-2SMlDXuovlM7aAN4jeSOCyG6S9IR8Dcw2s2VZ7zR5QQ

Scale = 1:84.1

W1

T1

T4

B1

B3

B4

B5

B6

W2 W3 W4

W1 W5 W1

W7

W6

W8

W9

W10

W12

W11W13

HW2

T3T2

B2

A B C D E F G H

I

J

K

LM

X W VU

T S

RQ

P

O NAC AD AE AF

3x4

5x5 3x6

3x6 2x5

5x5

5x5

2x5 3x8

3x4

5x4

3x4

3x4

3x4

5x8

3x4

7x8

3x10 3x4

5x8

5x4

3x6 5x6

3-6-83-6-8

13-1-129-7-4

19-6-146-5-2

26-0-06-5-2

33-1-57-1-5

34-7-01-5-11

36-8-122-1-12

43-6-06-9-4

6-8-106-8-10

13-1-126-5-2

19-6-146-5-2

26-0-06-5-2

33-1-57-1-5

34-7-01-5-11

38-10-124-3-12

43-6-04-7-4

44-4-80-10-8

8-7

-5

8-9

-4

0-1

1-1

2

1-0

-0

8-7

-5

9.00 12

Plate Offsets (X,Y)-- [P:0-5-8,0-4-0], [R:0-6-0,0-4-0], [W:0-2-0,0-2-12]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.860.910.76


in-0.27-0.540.08

(loc)V-WV-W

N

l/defl>999>735

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


B3,B5: 2x4 SP No.3WEBS 2x4 SP No.3SLIDER Right 2x6 SP No.2 1-11-12


and 2-0-0 oc purlins (4-3-12 max.): A-H.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:

1 Row at midpt I-PWEBS 1 Row at midpt A-X, A-W, B-W, B-V, C-V, E-T, F-Q

REACTIONS. (lb/size) L=162/0-3-8, W=1889/0-3-8, N=1944/0-3-8Max HorzW=-516(LC 3)Max UpliftL=-200(LC 6), W=-990(LC 3), N=-747(LC 5)Max GravL=262(LC 4), W=1889(LC 1), N=1944(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-X=-88/37, A-B=-194/122, B-C=-1263/735, C-D=-1460/820, D-E=-1460/820, E-F=-1486/775, F-G=-536/366, G-H=-536/367, H-I=-646/427,

I-J=-464/274, J-K=-304/222, K-L=-309/0, L-M=0/31BOT CHORD W-X=-119/161, W-AC=-443/483, AC-AD=-443/483, V-AD=-443/483, U-V=-764/1263, U-AE=-764/1263, T-AE=-764/1263, S-T=-42/31,

R-S=0/121, F-R=-148/519, R-AF=-812/1503, Q-AF=-814/1499, P-Q=-72/341, O-P=-52/16, I-P=-1252/584, N-O=-26/30, L-N=-137/239WEBS A-W=-121/240, B-W=-1535/904, B-V=-556/1275, C-V=-635/541, C-T=-271/326, E-T=-394/344, R-T=-824/1472, E-R=-28/73, F-Q=-1368/879,

H-Q=-111/196, I-Q=-667/1066, N-P=-881/558, J-P=-646/1290, J-N=-1492/615



chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint L, 990 lb uplift at joint W and 747 lb uplift at

joint N.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A12

Truss Type

Roof Special

Qty

1

Ply

1THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-?rUVdDv2RMcrpTXSq2UsINLWcy_ac77CWAXcd0zR5QO

Scale = 1:81.7

W1

T1

T4

B1

B3

B4

B3

B5

W2W3

W4 W5 W6 W1

W8

W7W9

W9

W11

W10

W12W13

HW2

T3T2

B2

A B C D E F G H I J

K

L

MN

X W V UT S

R Q

P OAC AD AE AF AG

2x5

5x5 3x6 5x6

3x10 MT18H2x5

2x5

7x8

2x5

2x5 3x10

3x4

5x4

3x4

3x4

3x4

7x8

3x4 3x4

5x10

7x8

2x5

3x6

3-6-83-6-8

11-1-87-7-0

19-6-148-5-6

26-0-06-5-2

34-7-08-7-0

36-8-122-1-12

43-6-06-9-4

6-8-106-8-10

13-1-126-5-2

19-6-146-5-2

26-0-06-5-2

30-3-84-3-8

34-7-04-3-8

35-4-00-9-0

39-3-43-11-4

43-6-04-2-12

44-4-80-10-8

6-1

1-5

7-1

-4

0-1

1-1

2

1-0

-0

6-1

1-5

9.00 12

Plate Offsets (X,Y)-- [M:0-7-6,Edge], [Q:0-3-4,0-2-8], [R:0-2-12,Edge], [W:0-2-0,0-2-12]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.630.930.70


in-0.25-0.610.10

(loc)Q-RQ-R

O

l/defl>999>648

n/a

L/d240180n/a

PLATESMT20MT18H


GRIP244/190244/190


B3: 2x4 SP No.3WEBS 2x4 SP No.3SLIDER Right 2x6 SP No.2 1-11-12


and 2-0-0 oc purlins (4-3-1 max.): A-J.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.WEBS 1 Row at midpt B-W, E-R, G-Q, J-O

REACTIONS. (lb/size) M=-195/0-3-8, W=1742/0-3-8, O=2342/0-3-8Max HorzW=-411(LC 3)Max UpliftM=-373(LC 9), W=-947(LC 3), O=-1103(LC 4)Max GravM=452(LC 4), W=1742(LC 1), O=2342(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-X=-67/33, A-B=-185/95, B-C=-1180/696, C-D=-1602/934, D-E=-1602/934, E-F=-1496/843, F-G=-1505/840, G-H=-145/205, H-I=-145/205,

I-J=-148/204, J-K=-552/789, K-L=-575/707, L-M=-343/8, M-N=0/31BOT CHORD W-X=-99/125, W-AC=-458/550, AC-AD=-458/550, V-AD=-458/550, V-AE=-866/1367, U-AE=-866/1367, T-U=-866/1367, S-T=-64/0, R-S=0/105,

F-R=-319/341, R-AF=-479/830, AF-AG=-479/830, Q-AG=-479/830, P-Q=-74/19, I-Q=-106/209, O-P=-141/0, M-O=-501/443WEBS A-W=-188/233, B-W=-1518/916, B-V=-467/1139, C-V=-645/514, C-T=-220/341, E-T=-297/332, R-T=-906/1672, E-R=-154/130, G-R=-617/1096,

G-Q=-1439/978, O-Q=-129/348, J-Q=-770/1258, J-O=-1868/1031, K-O=-306/320



chord and any other members, with BCDL = 10.0psf.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint M, 947 lb uplift at joint W and 1103 lb uplift at

joint O.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A13

Truss Type

Roof Special Girder

Qty

1

Ply

2THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-LpHOhxzBGuF8vEPQdc41_R3N9zoLHQYxfSENJDzR5QJ

Scale = 1:94.6

W1

T1

T5

B1

B3

B4

B3

B5

W2 W3 W4 W5 W6 W1 W7 W1

W9

W8 W10 W11 W10

W13

W12

HW2

T4T3

B2

T2A B C D E F G H I J K L

M

NO

ZY X

W V U

TS

R

Q P

AE AF AG AHAI AJ AKAL AM AN AO AP AQ ARAS AT

AUAV

AW AX AY AZ BA BB BC BD BE BF BG BHBI BJ BK BL BM

2x5

5x5 3x6 5x6

7x8 2x5

2x5

5x10

2x5

2x5 5x7

3x4

7x6

3x4

5x4

3x4

5x8

3x4

2x5

3x10

7x6

5x8

3x6

5x7

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

NAILED

3-6-83-6-8

3-8-40-1-12

9-3-35-6-15

15-8-106-5-7

20-10-55-1-11

26-0-05-1-11

30-3-84-3-8

34-7-04-3-8

36-10-82-3-8

37-6-11

0-8-343-6-05-11-5

5-5-35-5-3

10-6-145-1-11

15-8-105-1-11

20-10-55-1-11

26-0-05-1-11

30-3-84-3-8

34-7-04-3-8

37-6-112-11-11

43-6-05-11-5

44-4-80-10-8

5-5

-4

0-1

1-1

2

1-0

-0

5-5

-4

9.00 12

Plate Offsets (X,Y)-- [F:0-2-0,0-3-0], [L:0-1-4,0-2-0], [P:0-2-4,0-5-4], [R:0-2-8,0-2-0], [T:0-3-4,0-2-0], [W:0-4-0,0-4-8], [Y:0-3-0,0-4-0]


20.010.00.0 *

10.0


2-0-01.151.15NO

IRC2009/TPI2007


0.580.510.56


in0.24

-0.21-0.07

(loc)VVP

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


B3: 2x4 SP No.3WEBS 2x4 SP No.3SLIDER Right 2x6 SP No.2 1-11-12


and 2-0-0 oc purlins (6-0-0 max.): A-L.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. (lb/size) N=-853/0-3-8, Y=2524/0-3-8, P=4169/0-3-8Max HorzY=-315(LC 3)Max UpliftN=-853(LC 1), Y=-2877(LC 3), P=-4757(LC 4)Max GravN=1470(LC 4), Y=2524(LC 1), P=4169(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-Z=-35/56, A-AE=-259/142, AE-AF=-259/142, B-AF=-259/142, B-AG=-1721/2017, C-AG=-1721/2017, C-AH=-1721/2017, D-AH=-1721/2017,

D-AI=-2871/3306, AI-AJ=-2871/3306, E-AJ=-2871/3306, E-F=-2984/3391, F-AK=-2984/3391, AK-AL=-2984/3391, G-AL=-2984/3391,G-AM=-2934/3315, AM-AN=-2934/3315, AN-AO=-2934/3315, H-AO=-2934/3315, H-AP=-2947/3324, AP-AQ=-2947/3324, I-AQ=-2947/3324,I-AR=-580/484, J-AR=-580/484, J-AS=-580/484, K-AS=-580/484, K-AT=-603/488, L-AT=-603/488, L-AU=-2251/1794, AU-AV=-2215/1664,M-AV=-2127/1594, M-N=-1568/1358, N-O=0/31

BOT CHORD Z-AW=-91/106, Y-AW=-91/106, Y-AX=-788/572, AX-AY=-788/572, X-AY=-788/572, X-AZ=-2439/2055, AZ-BA=-2439/2055, W-BA=-2439/2055,W-BB=-3337/2888, BB-BC=-3337/2888, V-BC=-3337/2888, V-BD=-378/343, BD-BE=-378/343, BE-BF=-378/343, U-BF=-378/343, T-U=-79/192,H-T=-431/647, T-BG=-1768/1674, BG-BH=-1768/1674, S-BH=-1768/1674, S-BI=-1768/1674, BI-BJ=-1768/1674, R-BJ=-1768/1674,Q-R=-239/282, K-R=-306/498, Q-BK=-122/127, P-BK=-122/127, P-BL=-1326/1740, BL-BM=-1326/1740, N-BM=-1326/1740

WEBS A-Y=-273/378, B-Y=-2188/2608, B-X=-2056/1904, D-X=-1336/1655, D-W=-1296/1162, E-W=-587/849, E-V=-180/136, G-V=-446/667,T-V=-3093/2701, G-T=-81/160, I-T=-2074/1725, I-S=-162/346, I-R=-2724/3173, P-R=-1376/1829, L-R=-2181/1844, L-P=-2928/3502

NOTES-1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:

Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.


3) Wind: ASCE 7-05; 130mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60

4) Provide adequate drainage to prevent water ponding.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint N, 2877 lb uplift at joint Y and 4757 lb uplift at

joint P.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail.


Uniform Loads (plf)Vert: A-L=-60, L-O=-60, U-Z=-20, R-T=-20, Q-AA=-20

Continued on page 2


Job

16033376

Truss

A13

Truss Type

Roof Special Girder

Qty

1

Ply

2THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-LpHOhxzBGuF8vEPQdc41_R3N9zoLHQYxfSENJDzR5QJ

LOAD CASE(S) StandardConcentrated Loads (lb)

Vert: L=-70(B) W=-39(B) Y=-39(B) B=-70(B) X=-39(B) E=-70(B) P=-39(B) AE=-70(B) AF=-70(B) AG=-70(B) AH=-70(B) AI=-70(B) AJ=-70(B) AK=-70(B) AL=-70(B) AM=-70(B) AN=-70(B)AO=-70(B) AP=-64(B) AQ=-64(B) AR=-64(B) AS=-64(B) AT=-70(B) AU=-32(B) AV=-63(B) AW=-39(B) AX=-39(B) AY=-39(B) AZ=-39(B) BA=-39(B) BB=-39(B) BC=-39(B) BD=-39(B) BE=-39(B)BF=-39(B) BG=-50(B) BH=-50(B) BI=-50(B) BJ=-50(B) BK=-39(B) BL=-82(B) BM=-49(B)


Job

16033376

Truss

A14

Truss Type

Jack-Open

Qty

27

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-mNyXJy?3Zpdimi8?Ikdkc3huDBncUv0OMQT1vYzR5QG

Scale = 1:32.4

W1

T1

B1A

B

E

C

D

5x4

3x3

5-3-05-3-0

-1-0-01-0-0

5-3-05-3-0

1-0

-12

5-5

-4

4-1

1-7

5-5

-4

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.590.600.00


in0.11

-0.08-0.12

(loc)D-ED-E

C

l/defl>528>730

n/a

L/d240180n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x6 SP No.2

BRACING-TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size) E=281/0-3-8, C=130/Mechanical, D=59/MechanicalMax HorzE=388(LC 5)Max UpliftE=-38(LC 5), C=-226(LC 5), D=-33(LC 5)Max GravE=281(LC 1), C=130(LC 1), D=94(LC 2)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD B-E=-241/130, A-B=0/47, B-C=-183/64BOT CHORD D-E=0/0

NOTES-1) Wind: ASCE 7-05; 130mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed

; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.602) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members.4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint E, 226 lb uplift at joint C and 33 lb uplift at joint

D.5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

A15

Truss Type

Jack-Open

Qty

5

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-im4Hke1J4RtQ00IOQ9fChUmFu_VRypWhpky8_QzR5QE

Scale = 1:32.4

W1

T1

B1

B2 B3

A

B

C

HG

F

D

E

2x3

3x3

1.5x3

3x3

5x4

1-9-81-9-8

5-3-03-5-8

-1-0-01-0-0

1-9-81-9-8

5-3-03-5-8

1-0

-12

5-5

-4 4-5

-4

4-1

1-7

1-0

-0

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.450.450.00


in0.150.12

-0.10

(loc)E-FE-F

E

l/defl>401>526

n/a

L/d240180n/a

PLATESMT20


GRIP244/190




REACTIONS. (lb/size) H=278/0-3-8, D=128/Mechanical, E=66/MechanicalMax HorzH=384(LC 5)Max UpliftH=-35(LC 5), D=-211(LC 5), E=-48(LC 5)Max GravH=278(LC 1), D=128(LC 1), E=89(LC 2)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD B-H=-246/118, A-B=0/44, B-C=-161/0, C-D=-160/68BOT CHORD G-H=-194/62, F-G=-65/23, C-F=-3/72, E-F=0/0



chord and any other members.4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint H, 211 lb uplift at joint D and 48 lb uplift at joint

E.5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

A16

Truss Type

Jack-Open

Qty

4

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-Ayefx_2yrk?Hd9ta_sAREiJSoOsuhGmq2OhhWtzR5QD

Scale = 1:32.4

W1

T1

B1

B2B3

A

B

C

HG

F

D

E

2x3

3x3

1.5x3

2x5

5x4

2-3-82-3-8

5-3-02-11-8

-1-0-01-0-0

2-3-82-3-8

5-3-02-11-8

1-0

-12

5-5

-4 4-5

-4

4-1

1-7

1-0

-0

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.380.440.00


in0.140.11

-0.08

(loc)E-FE-F

E

l/defl>425>564

n/a

L/d240180n/a

PLATESMT20


GRIP244/190




REACTIONS. (lb/size) H=278/0-3-8, D=124/Mechanical, E=70/MechanicalMax HorzH=384(LC 5)Max UpliftH=-35(LC 5), D=-197(LC 5), E=-62(LC 5)Max GravH=278(LC 1), D=124(LC 1), E=87(LC 2)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD B-H=-247/105, A-B=0/44, B-C=-165/0, C-D=-148/67BOT CHORD G-H=-170/67, F-G=-46/35, C-F=-5/66, E-F=0/0



chord and any other members.4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint H, 197 lb uplift at joint D and 62 lb uplift at joint




Job

16033376

Truss

A17

Truss Type

Half Hip

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-6LmQMg3CNMF?tT1y5HDvJ7OoFCZj9Ab7ViAoblzR5QB

Scale = 1:26.2

T1

T2

B1

W1

W2

A

B

C

GF

D

E

5x4

3x3

3x3

1.5x3

3-5-63-5-6

5-3-01-9-10

-1-0-01-0-0

3-5-63-5-6

5-3-01-9-10

1-0

-12

3-1

1-4

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.380.350.04


in0.12

-0.10-0.17

(loc)F-GF-G

D

l/defl>488>622

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



and 2-0-0 oc purlins: C-D.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. (lb/size) D=92/Mechanical, G=278/0-3-8, E=102/MechanicalMax HorzG=294(LC 5)Max UpliftD=-62(LC 4), G=-107(LC 5), E=-96(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/44, B-C=-113/26, C-D=0/0, B-G=-203/117BOT CHORD F-G=-6/3, E-F=0/0WEBS C-F=-76/147



chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint D, 107 lb uplift at joint G and 96 lb uplift at joint

E.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

A18

Truss Type

Half Hip Girder

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-aXKoa04q8fNsUdb9f?k8sKxzKbv6ud_GkLwL7CzR5QA

Scale = 1:18.4

T1

T2

B1

W1

W2

A

B

C

G

F

H D

I

E

5x4

2x3

3x3

1.5x3

Special

NAILED

NAILED

NAILED

1-7-131-7-13

5-3-03-7-3

-1-0-01-0-0

1-7-131-7-13

5-3-03-7-3

1-0

-12

2-5

-4

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15NO

IRC2009/TPI2007


0.360.340.03


in0.10

-0.09-0.13

(loc)E-FE-F

D

l/defl>608>695

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



and 2-0-0 oc purlins: C-D.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. (lb/size) D=123/Mechanical, G=276/0-3-8, E=69/MechanicalMax HorzG=197(LC 5)Max UpliftD=-127(LC 3), G=-204(LC 5), E=-43(LC 5)Max GravD=123(LC 1), G=276(LC 1), E=91(LC 2)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/44, B-C=-73/37, C-H=0/0, D-H=0/0, B-G=-175/151BOT CHORD F-G=-8/5, F-I=0/0, E-I=0/0WEBS C-F=-73/112



chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint D, 204 lb uplift at joint G and 43 lb uplift at joint

E.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 lb down and 54 lb up at 1-7-13 on top chord. The

design/selection of such connection device(s) is the responsibility of others.12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).


Uniform Loads (plf)Vert: A-B=-60, B-C=-60, C-D=-60, E-G=-20

Concentrated Loads (lb)Vert: F=2(B) I=2(B)


Job

16033376

Truss

A19

Truss Type

Jack-Open

Qty

2

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-XwRY_h64gHdakxlXmQmcxl0LmPeRMX?ZBfPSC4zR5Q8

Scale = 1:15.5

W1

T1

B1A

B

E

C

D

2x3

3x3

1-11-51-11-5

-1-0-01-0-0

1-11-51-11-5

0-1

1-1

2

2-5

-4

1-1

1-1

2

2-5

-4

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.230.090.00


in-0.00-0.00-0.01

(loc)E

D-EC

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) E=162/0-3-8, C=36/Mechanical, D=14/MechanicalMax HorzE=188(LC 5)Max UpliftE=-66(LC 5), C=-75(LC 5), D=-21(LC 5)Max GravE=162(LC 1), C=36(LC 1), D=32(LC 2)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD B-E=-140/108, A-B=0/41, B-C=-58/15BOT CHORD D-E=0/0



chord and any other members.4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint E, 75 lb uplift at joint C and 21 lb uplift at joint D.5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

B1

Truss Type

COMMON

Qty

8

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-?6?wC16iRamRL4KkK7HrUzZPFpo25yFjQJ8?kXzR5Q7

Scale = 1:63.3

T1 T1

B1

W2

W1W1

W3

HW1

HW1B2A

B

C

D

E

F

G

H

I

JK

N ML

O

5x6

5x8

5x4

7x8

1.5x3 1.5x3

1.5x3 1.5x3

2x5

2x5

5x8

5x4 6-1

0-0

10-0-0

5-4-45-4-4

15-7-1210-3-8

21-0-05-4-4

-0-10-80-10-8

5-4-45-4-4

7-5-62-1-2

8-1-40-7-14

10-6-02-4-12

12-10-122-4-12

13-6-10

0-7-1415-7-122-1-2

21-0-05-4-4

21-10-80-10-8

1-0

-12

9-9

-12

1-0

-12

10.00 12

Plate Offsets (X,Y)-- [L:0-3-12,0-0-4]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.700.840.13


in-0.44-0.830.09

-0.24

(loc)M-NM-N

JM-N

l/defl>572>304

n/a516

L/d240180n/a360

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP SSBOT CHORD 2x6 SP No.2WEBS 2x4 SP No.2 *Except*

W3: 2x4 SP No.3SLIDER Left 2x6 SP No.2 1-11-12, Right 2x6 SP No.2 1-11-12

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins.BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing.JOINTS 1 Brace at Jt(s): O

REACTIONS. (lb/size) B=1150/0-3-8, J=1150/0-3-8Max HorzB=430(LC 4)Max UpliftB=-370(LC 5), J=-370(LC 6)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/34, B-C=-458/374, C-D=-1192/398, D-E=-897/416, E-F=-79/186, F-G=-80/186, G-H=-897/416, H-I=-1192/398, I-J=-459/374, J-K=0/34BOT CHORD B-N=-124/868, M-N=-124/868, L-M=-124/868, J-L=-124/868WEBS E-O=-1091/575, G-O=-1091/575, H-M=-106/523, D-N=-106/523, F-O=0/42



chord and any other members.5) Ceiling dead load (5.0 psf) on member(s). D-E, G-H, E-O, G-O6) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. M-N7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint B and 370 lb uplift at joint J.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.



Job

16033376

Truss

B2

Truss Type

GABLE

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-xV7hdj8zzC08bOU6SYKJZOephcepZsy?tdd6oPzR5Q5

Scale: 3/16"=1'

T1 T1

B1W1 W1

ST5

ST4

ST3

ST2

ST1

ST5

ST4

ST3

ST2

ST1

B2A

B

C

D

E

F

G

H

I

J

K

L

M

NO

AB AA Z Y X W V U TS

R Q P

3x6

3x3 3x6

3x4

3x3

3x4

21-0-021-0-0

-0-10-80-10-8

10-6-010-6-0

21-0-010-6-0

21-10-80-10-8

1-0

-12

9-9

-12

1-0

-12

10.00 12

Plate Offsets (X,Y)-- [H:0-3-0,Edge], [P:0-1-8,0-0-0], [AB:0-1-8,0-0-8]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.450.240.12


in-0.00-0.010.01

(loc)OOP

l/defln/rn/rn/a

L/d12090n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2WEBS 2x4 SP No.3OTHERS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt G-W, I-V

REACTIONS. (lb/size) AB=134/21-0-0, P=134/21-0-0, W=155/21-0-0, X=161/21-0-0, Y=158/21-0-0, Z=168/21-0-0, AA=113/21-0-0, V=155/21-0-0, U=161/21-0-0, T=158/21-0-0, R=168/21-0-0,Q=113/21-0-0

Max HorzAB=-485(LC 3)Max UpliftAB=-276(LC 3), P=-216(LC 4), X=-234(LC 5), Y=-167(LC 5), Z=-140(LC 5), AA=-383(LC 5), U=-238(LC 6), T=-166(LC 6), R=-142(LC 6), Q=-368(LC 6)Max GravAB=424(LC 4), P=364(LC 3), W=210(LC 6), X=163(LC 9), Y=158(LC 1), Z=168(LC 1), AA=218(LC 3), V=193(LC 5), U=163(LC 10), T=158(LC 1), R=168(LC 1), Q=185(LC 4)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/39, B-C=-426/274, C-D=-262/210, D-E=-178/206, E-F=-85/219, F-G=-45/357, G-H=-42/246, H-I=-42/239, I-J=-45/333, J-K=-45/197,

K-L=-128/156, L-M=-213/162, M-N=-367/215, N-O=0/39, B-AB=-302/220, N-P=-255/173BOT CHORD AA-AB=-138/344, Z-AA=-138/344, Y-Z=-138/344, X-Y=-138/344, W-X=-138/344, V-W=-138/344, U-V=-138/344, T-U=-138/344, S-T=-138/344,

R-S=-138/344, Q-R=-138/344, P-Q=-138/344WEBS G-W=-186/18, F-X=-123/260, E-Y=-119/185, D-Z=-126/187, C-AA=-124/274, I-V=-169/0, J-U=-123/263, K-T=-119/184, L-R=-126/188,

M-Q=-107/267


; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Truss designed for wind loads in the plane of the truss only.4) All plates are 1.5x3 MT20 unless otherwise indicated.5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).7) Gable studs spaced at 2-0-0 oc.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members.10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint AB, 216 lb uplift at joint P, 234 lb uplift at joint

X, 167 lb uplift at joint Y, 140 lb uplift at joint Z, 383 lb uplift at joint AA, 238 lb uplift at joint U, 166 lb uplift at joint T, 142 lb uplift at joint R and 368 lb uplift atjoint Q.

11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

B3

Truss Type

COMMON

Qty

3

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-Phh3q39bkV8?DY3J?FrY5bAwQ0qlII?96HNfLrzR5Q4

Scale = 1:63.3

T1T2

B1

W2

W1W1

W3

HW1

HW1B2A

B

C

D

E

F

G

H

IJ

M LK

N

5x6

5x8

5x4

5x8

5x4

7x8

1.5x3 1.5x3

1.5x3 1.5x3

2x5

2x5

6-1

0-0

10-0-0

5-4-45-4-4

15-7-1210-3-8

21-0-05-4-4

-0-10-80-10-8

5-4-45-4-4

7-5-62-1-2

8-1-40-7-14

10-6-02-4-12

12-10-122-4-12

13-6-10

0-7-1415-7-122-1-2

21-0-05-4-4

1-0

-12

9-9

-12

1-0

-12

10.00 12

Plate Offsets (X,Y)-- [K:0-3-12,0-0-4]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.700.840.13


in-0.44-0.830.09

-0.24

(loc)L-ML-M

JL-M

l/defl>571>304

n/a514

L/d240180n/a360

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP SSBOT CHORD 2x6 SP No.2WEBS 2x4 SP No.2 *Except*

W3: 2x4 SP No.3SLIDER Left 2x6 SP No.2 1-11-12, Right 2x6 SP No.2 1-11-12

BRACING-TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins.BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing.JOINTS 1 Brace at Jt(s): N

REACTIONS. (lb/size) J=1096/0-3-8, B=1151/0-3-8Max HorzB=448(LC 4)Max UpliftJ=-301(LC 6), B=-370(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/34, B-C=-458/375, C-D=-1195/400, D-E=-899/416, E-F=-79/186, F-G=-80/187, G-H=-899/416, H-I=-1195/398, I-J=-444/355BOT CHORD B-M=-150/870, L-M=-150/870, K-L=-150/870, J-K=-150/870WEBS E-N=-1094/577, G-N=-1094/577, H-L=-106/523, D-M=-106/525, F-N=0/42



chord and any other members.5) Ceiling dead load (5.0 psf) on member(s). D-E, G-H, E-N, G-N6) Bottom chord live load (20.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. L-M7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint J and 370 lb uplift at joint B.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.



Job

16033376

Truss

C1

Truss Type

Scissor

Qty

6

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-L4ppFlArG7OjSsDh7gt0B0GGwqaLmCWSabsmPkzR5Q2

Scale = 1:43.0

T1T2

B1 B1

W2

W1 W1

A

B

C

D

G

F

E

5x4

5x6

5x4

5x6

5x6 5x6

6-6-06-6-0

13-0-06-6-0

6-6-06-6-0

13-0-06-6-0

14-0-01-0-0

1-0

-12

6-5

-12

1-0

-12 2

-7-1

10.00 12

5.00 12

Plate Offsets (X,Y)-- [C:0-3-0,0-1-12]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.700.570.19


in-0.13-0.230.20

(loc)F

E-FE

l/defl>999>660

n/a

L/d240180n/a

PLATESMT20


GRIP244/190


W2: 2x4 SP No.3


REACTIONS. (lb/size) G=505/0-3-8, E=580/0-3-8Max HorzG=-351(LC 3)Max UpliftG=-197(LC 5), E=-288(LC 6)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-739/192, B-C=-747/262, C-D=0/44, A-G=-601/263, C-E=-683/275BOT CHORD F-G=-168/506, E-F=-151/509WEBS B-F=-40/501



chord and any other members.5) Bearing at joint(s) G, E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint G and 288 lb uplift at joint E.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

C1G

Truss Type

GABLE

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-qGMCS5BT0QWa4?nthOOFjEoTGEwRVgGboFbKxAzR5Q1

Scale = 1:44.0

T1 T1

B1 B1

ST3

ST2

ST1

ST3

ST2

ST1

W1 W1A

B

C

D

E

F

G

H

I

J

K

TS

R

QP

O

N

M L

3x6

3x4

3x6

3x4

5x4 5x4

6-6-06-6-0

13-0-06-6-0

-1-0-01-0-0

6-6-06-6-0

13-0-06-6-0

14-0-01-0-0

1-0

-12

6-5

-12

1-0

-12 2

-7-1

10.00 12

5.00 12

Plate Offsets (X,Y)-- [B:0-2-0,0-1-12], [F:0-3-0,Edge], [J:0-2-0,0-1-12], [L:0-0-12,0-0-8], [T:0-0-12,0-0-8]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.540.520.09


in-0.09-0.230.20

(loc)PPL

l/defl>999>516

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) T=257/2-9-8, L=257/2-9-8, S=320/2-9-8, M=320/2-9-8Max HorzT=327(LC 4)Max UpliftT=-203(LC 3), L=-174(LC 4), S=-483(LC 5), M=-469(LC 6)Max GravT=336(LC 4), L=308(LC 3), S=342(LC 9), M=342(LC 10)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/44, B-C=-451/0, C-D=-483/0, D-E=-472/60, E-F=-275/107, F-G=-275/129, G-H=-472/117, H-I=-483/101, I-J=-512/180, J-K=0/44, B-T=-404/0, J-L=-404/160BOT CHORD S-T=-158/475, R-S=-94/434, Q-R=-122/451, P-Q=-115/398, O-P=-88/371, N-O=-121/451, M-N=-130/457, L-M=-91/407WEBS E-Q=0/201, D-R=-116/137, C-S=-151/308, G-O=-69/233, H-N=-116/110, I-M=-151/316


; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Truss designed for wind loads in the plane of the truss only.4) All plates are 1.5x3 MT20 unless otherwise indicated.5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members.9) Bearing at joint(s) T, L, S, M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing

surface.10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint T, 174 lb uplift at joint L, 483 lb uplift at joint S

and 469 lb uplift at joint M.11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

D1

Truss Type

ROOF SPECIAL GIRDER

Qty

1

Ply

2THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-Er2K56DMJLu9xTWSMWyyLsQwfRtAisq1UDq_YVzR5Q_

Scale = 1:29.2

W1

T1

T2

B1

B3

B2

B4

B5

W2 W3 W2 W4

W5W6

A B C

D

E

ML

K JI H

GF

O

P Q R S T

3x6

5x6 5x6

2x5

2x5

5x4 5x8 2x5

3x4 2x5

5x12

3x6

3x10

JUS26

JUS26

JUS26JUS26

JUS26 THD26-2

1-9-81-9-8

6-4-144-7-6

12-6-56-1-6

13-10-81-4-3

15-8-01-9-8

1-9-81-9-8

6-4-144-7-6

12-6-56-1-6

15-8-03-1-11

16-8-01-0-0

3-8

-3

1-0

-12

1-0

-0

3-8

-3

10.00 12

Plate Offsets (X,Y)-- [A:0-2-0,0-2-8], [C:0-3-0,0-2-4], [F:0-3-0,0-1-0], [M:0-4-4,0-1-8]


20.010.00.0 *

10.0


4-0-01.151.15NO

IRC2009/TPI2007


0.720.840.81


in0.20

-0.260.13

(loc)H-IH-I

F

l/defl>916>705

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



B3,B4: 2x4 SP No.3, B5: 2x4 SP No.2WEBS 2x4 SP No.2 *Except*

W3,W4,W5: 2x4 SP No.3, W6: 2x6 SP No.2

BRACING-TOP CHORD 2-0-0 oc purlins (4-10-5 max.), except end verticals

(Switched from sheeted: Spacing > 2-0-0).BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:

10-0-0 oc bracing: D-H

REACTIONS. (lb/size) M=3370/0-3-8, F=2998/0-3-8Max HorzM=-466(LC 14)Max UpliftM=-2245(LC 4), F=-1697(LC 6)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD K-M=-3036/2070, A-K=-2555/1843, A-B=-6577/4587, B-O=-6583/4594, C-O=-6577/4590, C-D=-4821/3015, D-E=0/105, D-F=-2932/1712BOT CHORD L-M=-109/274, J-L=-54/176, J-K=-302/438, J-P=-365/614, P-Q=-365/614, I-Q=-365/614, I-R=-2322/3591, R-S=-2322/3591, S-T=-2322/3591,

H-T=-2322/3591, D-H=-2366/3682, F-G=-68/0WEBS A-I=-4521/6607, B-I=-1438/1604, C-I=-2457/3245, C-H=-660/1276, D-G=0/92

NOTES-1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:

Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.


3) Unbalanced roof live loads have been considered for this design.4) Wind: ASCE 7-05; 130mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed


chord and any other members.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2245 lb uplift at joint M and 1697 lb uplift at joint F.9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) Girder carries hip end with 7-10-0 right side setback, 7-10-0 left side setback, and 6-0-0 end setback.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.13) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 6-0-0 oc max. starting at 0-1-12 from the left end to 8-4-4 to

connect truss(es) A3 (1 ply 2x4 SP), A4 (1 ply 2x4 SP), A7 (1 ply 2x4 SP) to front face of bottom chord. 14) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-4-4 from the left end to 6-4-4 to

connect truss(es) A5 (1 ply 2x4 SP), A6 (1 ply 2x4 SP) to front face of bottom chord. 15) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 10-3-8 from the left end to connect truss(es) A8 (2 ply 2x6 SP) to front

face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber.17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 705 lb down and 749 lb up at 7-10-0 on top chord. The

design/selection of such connection device(s) is the responsibility of others.


Continued on page 2


Job

16033376

Truss

D1

Truss Type

ROOF SPECIAL GIRDER

Qty

1

Ply

2THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-Er2K56DMJLu9xTWSMWyyLsQwfRtAisq1UDq_YVzR5Q_

LOAD CASE(S) Standard1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15

Uniform Loads (plf)Vert: A-C=-120, C-D=-120, D-E=-120, L-M=-59(F=-19), J-K=-19(F), D-J=-59(F=-19), F-G=-59(F=-19)

Concentrated Loads (lb)Vert: M=-232(F) I=-498(F) O=-705(F) P=-354(F) Q=-510(F) S=-493(F) T=-604(F)


Job

16033376

Truss

E1

Truss Type

Monopitch

Qty

5

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-AEA5WoFcrz8tAngrTx_QQHWL6FhYAyzKyXJ4cOzR5Py

Scale = 1:26.4

T1 W2

B1

W1A

B

C

E D

3x3

1.5x3 3x3

3x3

4-10-04-10-0

-1-0-01-0-0

4-10-04-10-0

0-1

1-1

2

4-7

-4

9.00 12

Plate Offsets (X,Y)-- [E:0-1-8,0-0-8]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007


0.400.270.00


in0.03

-0.05-0.00

(loc)D-ED-E

D

l/defl>999>999

n/a

L/d240180n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) D=173/Mechanical, E=259/0-3-8Max HorzE=322(LC 5)Max UpliftD=-207(LC 5), E=-66(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=0/41, B-C=-124/57, C-D=-118/196, B-E=-223/132BOT CHORD D-E=-29/17


; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.602) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members.4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint D and 66 lb uplift at joint E.5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

PA1

Truss Type

Piggyback

Qty

6

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-eQkTj8GEcGGkowF11eVfzV2Yue34vOGUBB2e8qzR5Px

Scale = 1:46.5

T1 T1

B2

ST2

ST1 ST1

B1A

B

C

D

E

I H G FJ K3x4

5x6

3x4

3x6

1.5x3 1.5x3

1.5x3

1.5x3

1.5x3

0-4-60-4-6

17-4-1517-0-10

17-9-50-4-6

8-6-58-6-5

17-0-108-6-5

0-0

-7

6-8

-7

6-4

-15

-0-2

-10

0-0

-7

0-2

-10

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.270.180.13


inn/an/a

0.01

(loc)- - E

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190

LUMBER-TOP CHORD 2x4 SP No.2BOT CHORD 2x4 SP No.2OTHERS 2x4 SP No.3

BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size) A=161/17-9-5, E=161/17-9-5, H=392/17-9-5, I=458/17-9-5, F=458/17-9-5Max HorzA=309(LC 4)Max UpliftA=-52(LC 3), E=-18(LC 5), I=-399(LC 5), F=-399(LC 6)Max GravA=161(LC 1), E=161(LC 1), H=392(LC 1), I=462(LC 9), F=462(LC 10)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-236/192, B-C=-123/229, C-D=-123/202, D-E=-136/91BOT CHORD A-I=-65/178, I-J=-65/178, H-J=-65/178, G-H=-65/178, G-K=-65/178, F-K=-65/178, E-F=-65/178WEBS C-H=-153/15, B-I=-295/422, D-F=-295/421

NOTES- (8)1) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 130mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed

; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Piggyback cap bottom chord to be attached to 2x4 purlins located at each end of cap bottom chord and at 24" oc max spacing with two 16d nails each.



Job

16033376

Truss

PA2

Truss Type

Piggyback

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-bprD8qHU8uWR1EPQ93X72v8v7SkFNI7meVXlCjzR5Pv

Scale = 1:37.3

T1

T2

T1

B1

ST2

ST1 ST1

B2A

B

C D E

F

G

K J I HL M3x4

3x6 3x6

3x4

3x6 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

0-4-60-4-6

17-4-1517-0-10

17-9-50-4-6

6-3-106-3-10

10-9-04-5-5

17-0-106-3-10

0-0

-7

4-1

0-8

4-8

-15

-0-2

-10

0-0

-7

0-2

-10

4-1

0-8

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.220.200.10


inn/an/a

0.01

(loc)- - G

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



2-0-0 oc purlins (6-0-0 max.): C-E.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size) A=182/17-9-5, G=182/17-9-5, J=417/17-9-5, K=425/17-9-5, H=425/17-9-5Max HorzA=224(LC 4)Max UpliftA=-28(LC 3), G=-11(LC 4), J=-136(LC 4), K=-327(LC 5), H=-324(LC 6)Max GravA=184(LC 9), G=184(LC 10), J=420(LC 10), K=425(LC 1), H=425(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-174/154, B-C=-133/109, C-D=-58/91, D-E=-58/91, E-F=-133/109, F-G=-163/126BOT CHORD A-K=-96/224, K-L=-96/224, J-L=-96/224, I-J=-96/224, I-M=-96/224, H-M=-96/224, G-H=-96/224WEBS D-J=-179/184, B-K=-255/345, F-H=-255/341


; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.10) Piggyback cap bottom chord to be attached to 2x4 purlins located at each end of cap bottom chord and at 24" oc max spacing with two 16d nails each.



Job

16033376

Truss

PA3

Truss Type

Piggyback

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-3?PbL9I7vBeIfOzcin3Mb7g44s526lfwt9HIl9zR5Pu

Scale = 1:32.9

T1

T2

T1

B1

ST1ST1 ST1

B2A

B C D E F

G

K J I H3x4

3x6 3x6

3x4 3x6 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

0-4-60-4-6

17-4-1517-0-10

17-9-50-4-6

4-1-04-1-0

12-11-108-10-11

17-0-104-1-0

0-0

-7

3-2

-8

3-0

-15

-0-2

-10

0-0

-7

0-2

-10

3-2

-8

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.210.170.08


inn/an/a

0.00

(loc)- - G

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



2-0-0 oc purlins (6-0-0 max.): B-F.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.


FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-154/141, B-C=-76/165, C-D=-67/165, D-E=-67/165, E-F=-76/170, F-G=-154/125BOT CHORD A-K=-20/128, J-K=-20/128, I-J=-20/128, H-I=-20/128, G-H=-20/128WEBS D-J=-248/285, C-K=-249/278, E-H=-249/252



chord and any other members.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.10) Piggyback cap bottom chord to be attached to 2x4 purlins located at each end of cap bottom chord and at 24" oc max spacing with two 16d nails each.



Job

16033376

Truss

PA4

Truss Type

Piggyback

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-?OXMmrKNRpv0ui7?qB5qgYmR_fmeafEDKTmPp1zR5Ps

Scale: 3/8"=1'

T1

T2

T1

B1

ST1ST1 ST1

B2A

B C D E F

G

K J I H3x4

3x6 3x6

3x4 3x6 1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

1.5x3

0-4-60-4-6

17-4-1517-0-10

17-9-50-4-6

1-10-51-10-5

15-2-513-4-0

17-0-101-10-5

0-0

-7

1-6

-8

1-4

-15

-0-2

-10

0-0

-7

0-2

-10 1

-6-8

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.180.160.08


inn/an/a

0.01

(loc)- - G

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



2-0-0 oc purlins (6-0-0 max.): B-F.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.


FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-217/112, B-C=-161/113, C-D=-160/112, D-E=-160/112, E-F=-161/113, F-G=-217/110BOT CHORD A-K=-93/160, J-K=-93/160, I-J=-93/160, H-I=-93/160, G-H=-93/160WEBS D-J=-247/264, C-K=-232/252, E-H=-232/250



chord and any other members.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.10) Piggyback cap bottom chord to be attached to 2x4 purlins located at each end of cap bottom chord and at 24" oc max spacing with two 16d nails each.



Job

16033376

Truss

PA5

Truss Type

Piggyback

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-Ta5k_BK?C61tWriBOvc3ClIaR35_J6wMZ7VyLUzR5Pr

Scale = 1:57.4

W1

T1

T4

B1

ST2ST1ST1ST1ST1ST1

ST3

T3T2

B3B2

A B C D E F G H I

J

K

U T S R Q P O N M L

2x5

2x5 3x6

3x6

3x6

5x6 3x6

3x6

30-6-930-6-9

30-10-110-4-1

6-3-156-3-15

4-1

0-8

4-8

-15

-0-2

-10

0-0

-7

0-2

-10

4-1

0-8

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.270.210.11


inn/an/a

0.01

(loc)- - K

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



and 2-0-0 oc purlins (6-0-0 max.): A-I.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size) U=208/30-10-11, K=60/30-10-11, M=376/30-10-11, O=504/30-10-11, P=473/30-10-11, R=485/30-10-11, S=466/30-10-11, T=532/30-10-11, L=287/30-10-11Max HorzU=-286(LC 3)Max UpliftU=-88(LC 4), K=-77(LC 4), M=-166(LC 3), O=-238(LC 4), P=-199(LC 4), R=-211(LC 4), S=-200(LC 4), T=-231(LC 4), L=-302(LC 6)Max GravU=208(LC 1), K=147(LC 3), M=376(LC 1), O=511(LC 9), P=473(LC 1), R=486(LC 9), S=466(LC 1), T=532(LC 9), L=287(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-U=-104/118, A-B=-55/95, B-C=-55/95, C-D=-55/95, D-E=-55/95, E-F=-55/95, F-G=-55/95, G-H=-55/95, H-I=-53/98, I-J=-141/138, J-K=-259/168BOT CHORD T-U=-125/221, S-T=-125/221, R-S=-125/221, Q-R=-125/221, P-Q=-125/221, O-P=-125/221, N-O=-125/221, M-N=-125/221, L-M=-125/221, K-L=-125/221WEBS I-M=-213/216, H-O=-261/285, F-P=-236/248, E-R=-243/258, C-S=-233/250, B-T=-266/274, J-L=-230/343


; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.603) Provide adequate drainage to prevent water ponding.4) All plates are 2x3 MT20 unless otherwise indicated.5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

PA6

Truss Type

Piggyback

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-PzDUOtMFjkHbl9saVKeXHAOxytnbn?tf0Q_3QMzR5Pp

Scale = 1:57.4

W1

T1

T3

B1

ST2ST1ST1ST1ST1ST1ST1

T2

B2

A B C D E F G H I

J

S R Q P O N M L K

2x5

2x5 3x6

3x6

3x6

5x6

30-6-930-6-9

30-10-110-4-1

4-1-44-1-4

3-2

-8

3-0

-15

-0-2

-10

0-0

-7

0-2

-10

3-2

-8

9.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.200.210.09


inn/an/a

0.01

(loc)- - J

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



and 2-0-0 oc purlins (6-0-0 max.): A-I.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size) S=58/30-10-11, J=139/30-10-11, K=342/30-10-11, L=324/30-10-11, M=319/30-10-11, O=321/30-10-11, P=318/30-10-11, Q=329/30-10-11, R=279/30-10-11Max HorzS=-181(LC 3)Max UpliftS=-35(LC 3), J=-36(LC 6), K=-178(LC 6), L=-242(LC 4), M=-198(LC 4), O=-210(LC 4), P=-205(LC 4), Q=-213(LC 4), R=-185(LC 4)Max GravS=58(LC 1), J=139(LC 1), K=342(LC 1), L=336(LC 9), M=319(LC 1), O=322(LC 9), P=318(LC 1), Q=329(LC 9), R=279(LC 9)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-S=-43/50, A-B=-34/56, B-C=-34/56, C-D=-34/56, D-E=-34/56, E-F=-34/56, F-G=-34/56, G-H=-34/56, H-I=-32/60, I-J=-117/93BOT CHORD R-S=-77/139, Q-R=-77/139, P-Q=-77/139, O-P=-77/139, N-O=-77/139, M-N=-77/139, L-M=-77/139, K-L=-77/139, J-K=-77/139WEBS I-K=-232/203, H-L=-260/286, G-M=-237/247, F-O=-242/258, D-P=-238/252, C-Q=-247/263, B-R=-209/218



chord and any other members.8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

PA7

Truss Type

Piggyback

Qty

1

Ply

1THE ANSLEY ELEV A


ID:5F9bWcZSsg6AmBtoEBrgywz7gv?-MLKFpZNWFLXJ_T0ydlh?NbTHPgVWFvQyUkTAVFzR5Pn

Scale = 1:57.4

W1

T2T3

B3ST2ST1ST1ST1ST1ST1ST1

T1

B1

A B C D E F G H I J

K

V U T S R Q P O N M L

2x5

2x5 3x6

3x6

5x6

5x6

3x6

30-6-930-6-9

30-10-110-4-1

1-10-91-10-9

1-6

-8

1-4

-15

-0-2

-10

0-0

-7

0-2

-10

1-6

-8

9.00 12

Plate Offsets (X,Y)-- [O:0-3-0,0-0-4]


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.200.110.08


inn/an/a

0.00

(loc)- - K

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



and 2-0-0 oc purlins (6-0-0 max.): A-J.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.

REACTIONS. (lb/size) V=-146/30-10-11, K=45/30-10-11, L=244/30-10-11, M=342/30-10-11, N=314/30-10-11, P=321/30-10-11, Q=320/30-10-11, R=318/30-10-11, T=327/30-10-11, U=342/30-10-11Max HorzV=-77(LC 3)Max UpliftV=-147(LC 9), K=-25(LC 6), L=-102(LC 3), M=-230(LC 4), N=-201(LC 4), P=-209(LC 4), Q=-207(LC 4), R=-206(LC 4), T=-213(LC 4), U=-243(LC 4)Max GravV=117(LC 4), K=45(LC 1), L=244(LC 1), M=343(LC 9), N=314(LC 1), P=322(LC 9), Q=320(LC 1), R=318(LC 9), T=327(LC 1), U=342(LC 9)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-V=-122/106, A-B=-1/30, B-C=-1/30, C-D=-1/30, D-E=-1/30, E-F=-1/30, F-G=-1/30, G-H=-1/30, H-I=-1/30, I-J=-3/32, J-K=-37/39BOT CHORD U-V=-27/51, T-U=-27/51, S-T=-27/51, R-S=-27/51, Q-R=-27/51, P-Q=-27/51, O-P=-27/51, N-O=-27/51, M-N=-27/51, L-M=-27/51, K-L=-27/51WEBS J-L=-172/140, I-M=-261/278, H-N=-235/249, G-P=-241/257, E-Q=-240/255, D-R=-238/253, C-T=-246/262, B-U=-252/278



chord and any other members.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint V, 25 lb uplift at joint K, 102 lb uplift at joint L,

230 lb uplift at joint M, 201 lb uplift at joint N, 209 lb uplift at joint P, 207 lb uplift at joint Q, 206 lb uplift at joint R, 213 lb uplift at joint T and 243 lb uplift at jointU.

9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See standard piggyback truss connection detail for connection to base truss.12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.



Job

16033376

Truss

V1

Truss Type

VALLEY

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-qXud1vO80ffAcdb9ASCEvp0QB4np_K85iODj1hzR5Pm

Scale = 1:78.5

T2

W1

B1

ST3

ST2

ST1T1

B2A

BC

D

E

F

K JI

H G

3x6

3x6

3x4

0-0-50-0-5

17-7-1017-7-5

17-7-1017-7-10

0-0

-4

14

-8-6

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.330.300.24


inn/an/a

0.00

(loc)- - G

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190


BRACING-TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt F-G, E-H

REACTIONS. (lb/size) G=186/17-7-5, H=529/17-7-5, J=443/17-7-5, K=516/17-7-5, A=167/17-7-5Max HorzA=917(LC 5)Max UpliftG=-133(LC 5), H=-378(LC 5), J=-292(LC 5), K=-470(LC 5)Max GravG=186(LC 1), H=529(LC 1), J=443(LC 1), K=516(LC 1), A=583(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-1036/109, B-C=-686/41, C-D=-658/69, D-E=-431/80, E-F=-125/43, F-G=-93/151BOT CHORD A-K=-1/2, J-K=-1/2, I-J=-1/2, H-I=-1/2, G-H=-1/2WEBS E-H=-265/429, D-J=-214/351, B-K=-307/483


; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.602) All plates are 1.5x3 MT20 unless otherwise indicated.3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint G, 378 lb uplift at joint H, 292 lb uplift at joint J

and 470 lb uplift at joint K.6) Non Standard bearing condition. Review required.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

V2

Truss Type

VALLEY

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-mw0NSaQOYGvurwkXItEi_E5nOuUoSFiOAiiq5azR5Pk

Scale: 3/16"=1'

T2

W1

B1

ST3

ST2

ST1

T1

A

B

C

D

E

F

J I H GK

3x6

3x4

15-10-015-10-0

15-10-015-10-0

0-0

-4

13

-2-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.220.200.18


inn/an/a

0.00

(loc)- - G

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190


BRACING-TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt F-G, E-H

REACTIONS. (lb/size) G=188/15-9-11, H=521/15-9-11, I=471/15-9-11, J=370/15-9-11, A=101/15-9-11Max HorzA=820(LC 5)Max UpliftG=-135(LC 5), H=-368(LC 5), I=-332(LC 5), J=-354(LC 5), A=-14(LC 3)Max GravG=188(LC 1), H=521(LC 1), I=471(LC 1), J=370(LC 1), A=571(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-972/97, B-C=-702/58, C-D=-674/74, D-E=-426/77, E-F=-126/44, F-G=-94/152BOT CHORD A-J=-2/2, J-K=-2/2, I-K=-2/2, H-I=-2/2, G-H=-2/2WEBS E-H=-260/421, D-I=-236/384, B-J=-238/380


; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.602) All plates are 1.5x3 MT20 unless otherwise indicated.3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint G, 368 lb uplift at joint H, 332 lb uplift at joint I,

354 lb uplift at joint J and 14 lb uplift at joint A.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

V3

Truss Type

VALLEY

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-E6amfwR0Ja1kT4JjsalxXRdyAIqqBgiXPMRNe0zR5Pj

Scale = 1:56.9

T2

W1

B1

ST3

ST2ST1

T1

A

B

CD

E

F

J I H G

3x6

3x4

0-0-50-0-5

14-0-614-0-1

14-0-614-0-6

0-0

-4

11

-8-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.220.220.32


inn/an/a

0.00

(loc)- - G

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190


BRACING-TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt F-G

REACTIONS. (lb/size) G=186/14-0-2, H=528/14-0-2, I=401/14-0-2, J=255/14-0-2, A=22/14-0-2Max HorzA=724(LC 5)Max UpliftG=-135(LC 5), H=-364(LC 5), I=-345(LC 5), J=-286(LC 5), A=-44(LC 3)Max GravG=186(LC 1), H=528(LC 1), I=401(LC 1), J=255(LC 1), A=586(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-929/89, B-C=-706/77, C-D=-424/22, D-E=-396/75, E-F=-126/44, F-G=-94/152BOT CHORD A-J=-2/2, I-J=-2/2, H-I=-2/2, G-H=-2/2WEBS E-H=-258/418, C-I=-243/393, B-J=-206/331


; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.602) All plates are 1.5x3 MT20 unless otherwise indicated.3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint G, 364 lb uplift at joint H, 345 lb uplift at joint I,

286 lb uplift at joint J and 44 lb uplift at joint A.7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

V4

Truss Type

VALLEY

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-AViW4cSGrBHSiOT6z?nPcsjIf5WTfbvqsgwUivzR5Ph

Scale = 1:62.5

T1 W1

B1

ST2

ST1

A

B

C

D

G F EH3x4

1.5x3

1.5x3 1.5x3

1.5x3

1.5x3

1.5x3

0-0-50-0-5

12-2-1312-2-8

12-2-1312-2-13

0-0

-4

10

-2-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.220.210.21


inn/an/a

0.00

(loc)- - E

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190


BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt D-E

REACTIONS. (lb/size) A=118/12-2-8, E=188/12-2-8, F=519/12-2-8, G=392/12-2-8Max HorzA=627(LC 5)Max UpliftE=-137(LC 5), F=-357(LC 5), G=-370(LC 5)Max GravA=392(LC 5), E=188(LC 1), F=519(LC 1), G=392(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-703/78, B-C=-424/74, C-D=-125/43, D-E=-94/152BOT CHORD A-G=-3/3, G-H=-3/3, F-H=-3/3, E-F=-3/3WEBS C-F=-257/418, B-G=-246/390


; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.602) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom

chord and any other members, with BCDL = 10.0psf.4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint E, 357 lb uplift at joint F and 370 lb uplift at

joint G.5) Non Standard bearing condition. Review required.6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

V5

Truss Type

Valley

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-ehFuHyTvcVPJKY2IXjJe94FIyVs_O3M_5Kg1ELzR5Pg

Scale = 1:52.8

T1 W1

B1

ST2

ST1A

B

C

D

G F E3x4

3x3

3x3 1.5x3

1.5x3

1.5x3

1.5x3

10-5-310-5-3

0-0

-4

8-8

-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.950.250.13


inn/an/a

0.00

(loc)- - E

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190


BRACING-TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt D-E

REACTIONS. (lb/size) A=52/10-4-14, E=194/10-4-14, F=450/10-4-14, G=249/10-4-14Max HorzA=518(LC 4)Max UpliftA=-155(LC 3), E=-152(LC 4), F=-380(LC 5), G=-283(LC 5)Max GravA=319(LC 4), E=194(LC 1), F=450(LC 1), G=249(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-508/273, B-C=-395/270, C-D=-203/210, D-E=-134/144BOT CHORD A-G=-111/167, F-G=-111/167, E-F=-111/167WEBS C-F=-266/396, B-G=-201/334



chord and any other members, with BCDL = 10.0psf.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint A, 152 lb uplift at joint E, 380 lb uplift at joint F

and 283 lb uplift at joint G.6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

V6

Truss Type

Valley

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-b4NfieU986f1arChe8L6EVLe5JXIszfHYe98JEzR5Pe

Scale = 1:45.9

T1 W1

B1

ST1

A

B

C

E DF3x4

1.5x3

1.5x3 1.5x3

1.5x3

8-7-108-7-10

0-0

-4

7-2

-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.910.200.15


inn/an/a

0.00

(loc)- - D

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) A=122/8-7-5, D=179/8-7-5, E=484/8-7-5Max HorzA=424(LC 4)Max UpliftA=-89(LC 3), D=-127(LC 4), E=-430(LC 5)Max GravA=217(LC 4), D=179(LC 1), E=484(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-381/234, B-C=-190/191, C-D=-142/144BOT CHORD A-E=-89/135, E-F=-89/135, D-F=-89/135WEBS B-E=-303/491



chord and any other members, with BCDL = 10.0psf.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint A, 127 lb uplift at joint D and 430 lb uplift at joint




Job

16033376

Truss

V7

Truss Type

Valley

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-3Gx1wzVnvQouB?ntCrsLnitv4ivmbRKQnIuirgzR5Pd

Scale = 1:36.7

T1W1

B1

ST1

A

B

C

E D3x4

1.5x3

1.5x3 1.5x3

1.5x3

6-10-06-10-0

0-0

-4

5-8

-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.510.120.12


inn/an/a

0.00

(loc)- - D

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) A=51/6-9-11, D=125/6-9-11, E=327/6-9-11Max HorzA=329(LC 4)Max UpliftA=-90(LC 3), D=-117(LC 4), E=-348(LC 5)Max GravA=193(LC 4), D=139(LC 3), E=327(LC 1)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-317/184, B-C=-169/155, C-D=-120/135BOT CHORD A-E=-69/105, D-E=-69/105WEBS B-E=-245/397



chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint A, 117 lb uplift at joint D and 348 lb uplift at joint




Job

16033376

Truss

V8

Truss Type

Valley

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-?f3nLfX1Q12cRJwGJGups7zGFWZD3MgjEcNowYzR5Pb

Scale = 1:27.0

T1W1

B1

A

B

C3x4

1.5x3

1.5x3

5-0-65-0-6

0-0

-4

4-2

-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.470.250.00


inn/an/a

0.00

(loc)- - C

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) A=179/5-0-2, C=179/5-0-2Max HorzA=235(LC 4)Max UpliftA=-41(LC 5), C=-140(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-167/124, B-C=-135/167BOT CHORD A-C=-49/75



chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint A and 140 lb uplift at joint C.6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



Job

16033376

Truss

V9

Truss Type

Valley

Qty

1

Ply

1THE ANSLEY ELEV A


ID:P6x432Xk1NWbZuC6T6gBunzoXxZ-Trd9Y?YfBLAT2TVStzQ2OLVWwwx2opwsTG7MS?zR5Pa

Scale = 1:16.7

T1

W1

B1

A

B

C3x4

1.5x3

1.5x3

3-2-133-2-13

0-0

-4

2-8

-5

10.00 12


20.010.00.0 *

10.0


2-0-01.151.15YES

IRC2009/TPI2007

CSI.TCBCWB(Matrix)

0.150.080.00


inn/an/a

0.00

(loc)- - C

l/defln/an/an/a

L/d999999n/a

PLATESMT20


GRIP244/190



REACTIONS. (lb/size) A=107/3-2-8, C=107/3-2-8Max HorzA=141(LC 4)Max UpliftA=-24(LC 5), C=-84(LC 5)

FORCES. (lb) - Maximum Compression/Maximum TensionTOP CHORD A-B=-100/74, B-C=-81/100BOT CHORD A-C=-29/45



chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint A and 84 lb uplift at joint C.6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.



the ansley elev a 16033376 a1 roof truss 5...

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